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16-1391 1502 Locust ST N #300 Plans
STRUCTURAL CALCULATIONS FOR First American Title Co. Twin Falls, Idaho I i For Myers Anderson Pocatello, Idaho i HAA k t rq r U" 0. W. AHJ ENGINEERS,PC S'1'RUCI'UfUkL CUvsUI:rANTS 5418 N.Eagle Rd. #140 Boise,Idaho 83713 208.323.0199 Project#16065.00 FIRST AMERICAN TITLE CO. TABLE OF CONTENTS Design Criteria 1 thru 6 Roof Framing Design 7 thru 17 Header Design 18 thru 22 Wall/Colurnn Design 23 thm 35 Floor Framing Design 36 thru 63 Basement Wall/Column Design 64 thru 89 Foundation Design 90 thru 92 Lateral Load Resisting System Design 93 thru 105 Miscellaneous(canopies) 106 thru 108 PROJECT DESCRIPTION The"First American Title Co."project is a one story project with a basem heent. T roof is framed with wood trusses and supported by wood walls. The floor framing is constructed of wood joists and wood/steel beams. The roof and floor framing is supported by wood and steel columns. The basement wall is constructed of concrete. The lateral resisting system is wood sheathing over wood walls. DESCRIPTION OF STRUCTURAL ELEMENTS Roof Framing: The roof framing is of wood trusses. Floor Framing: The floor framing is of wood joists. Columns: The columns are of wood and steel. Bearing Walls: The bearing walls are of wood. Foundation: The foundation is of concrete Lateral Load Resisting System: The lateral load resisting system is of wood sheathing over wood studs. AHJ ENGINEERS, PC STRUCTU1tAL CONSULTANTS 5418 N. Eagle Rd. #140 Boise, Idaho 83713 208.323.0199 Project#16065.00 1 ENGINEERING INFORMATION SHEET Code: 2012 International Building Code Occupancy Category(Table 1604.5): 11 GRAVITY LOADS Roof Loading Case#1 Floor Loading Case#1 Finishes: 1.0 psf Finishes: 4.0 psf Sheathing/Decking: 2.5 psf Sheathing/Decking: 2.5 psf Framing: 3.0 psf Framing: 3.0 psf Insulation: 6.0 psf Insulation: 2.0 psf MEP: 2.0 psf MEP: 1.0 psf Ceiling: 2.5 psf Ceiling: 2.5 psf Miscellaneous: 1.0 psf Miscellaneous: 1.0 psf Total 18.0 psf Total 16.0 psf Snow Loading Live Loading (ASCE 7-05 Chapter 7) (IBC Section 1607) pg: 45 psf Office 50 psf pf: 35 psf Lobbies 100 psf IS: 1.0 Partitions 15 psf psf LATERAL LOADS Seismic Design Criteria Wind Design Criteria (ASCE 7-05 Chapters 12, 13, 15, 17 & 18) (ASCE 7-05 Chapter 6) Site Class: D Basic Wind Speed: 115 mph SDS: 0.215 (3-sec.gust,Figure 6-1) SDI: 0.127 Exposure Category: - C IE(Table 11.5-1): 1.0 (ASCE 7 Section 6.5.6.3) Design Category: B Iw: 1.0 (Table 11.6-1& 11.6-2) Response Modification,R: 6.5 (Table 12.2-1) First American Title Co. 2 MATERIALS Soils Design Bearing Pressure: 1500 psf Source: Assumed Geotechnical Report by: Report no. Concrete f c: Footings and Interior slab on grade: 2500 psi Stem walls: 4000 psi Beams and columns: 4000 psi Exterior Slab on grade: 4000 psi Reinforcing: 60000 psi Wood Sawn Lumber Glulam Microlam Parallam Grade/Species- DF#2(or NO 24F-V4(DF/DF) 1.9 E 2.0 E Fb: 900 psi 2400 psi 2600 psi 2900 psi F': 1350 psi 1650 psi 2510 psi 2900 psi F,: 180 psi 265 psi 285 psi 290 psi E: 1600000 psi 1800000 psi 1900000 psi 2000000 psi _Structural Steel fy: Wide Flange ASTM A992: 50 ksi Channels,Angles,Plates&Bars(ASTM A36): 36 ksi HSS Rectangular(ASTM A500): 46 ksi Pipe(ASTM A53 or A501): 35 ksi Bolts(ASTM): A325 First American Title Co. 3 Ci1TY�j•OF �c1 EMY G/ t�SE'RVI. ?� Building Department PO Box 1907,Twin Falls,Id 83303 208-735-7238 zq i Design Criteria for Commercial Construction in the jurisdiction of the City of Twin Falls ***Effective January 1, 2015*** (See additional website links at bottom of last page) Locally-adopted codes 2014 National Electrical Code(with Idaho State amendments) 2012 International Building Code(with Idaho State amendments) 2012 International Fire Code 2012 International Existing Building Code(per local ordinance) 2012 International Mechanical Code (with Idaho State amendments) 2012 International Fuel Gas Code(with Idaho State amendments) 2012 International Energy Conservation Code(with Idaho State amendments) 1997 Uniform Code for the Abatement of Dangerous Buildings(per local ordinance) 2009 ICC A117.1-2009 Accessible and Usable Buildings and Facilities 2009 Idaho State Plumbing Code/2014 updateshttp://www.iapmo.org/Pages/IdahoPlumbinciCode.aspx Other criteria • Wind speed—Designed per section 1609 of 2012 IBC(Vutt=(105 mph)Category I,(115mph)Category 11,and (120 mph)Category III and IV) • Wind exposure—"B" ("C"in some areas) • Ground snow load—15 psf • Roof snow load—per IBC, but Section 1608 is amended to include that the minimum uniformly distributed design load shall be 25 psf.Table 1607.1 is amended to require a minimum uniform live load of 40 psf in habitable attics and sleeping rooms • Seismic criteria—Per section 1613 of IBC. Site Class"D"used unless soils report determines otherwise. • Frost depth—24 inches • Presumed soil bearing pressure-1500psf for"allowable stress design"; others to comply with chapter 16. • Climate Zone—5B QI T 1F NOW tM. SERv1�G Building Department PO Box 1907,Twin Falls,Id 83303 208-735-7238 Design Criteria for Residential Construction in the jurisdiction of the City of Twin Falls (One-and Two- Family Dwellings and Townhouses) ***Effective January 1, 2015*** (See additional website links at bottom of page) Locally-adopted codes 2012 International Residential Code, Parts I-VI and IX, appendices A, B and G (with State amendments). 20121nternational Energy Conservation Code (with State amendments) 2009 Idaho State Plumbing Code/2014 updates httl2://wvwi.iapmo.org/Pacies/IdahoPlumbingCode.aspx 2014 National Electrical Code (with State amendments) Other criteria • Wind speed—90 mph 3 sec.gust velocity • Wind exposure—"B" ("C in some areas) • Seismic design category—"B" • Presumed soif bearing pressure— 1500psf without soils investigation • Frost depth—24 inches • Climate zone—5B • Winter heating design temperature is 2 degrees(99%dry bulb) • Snow load—Ground snow load 15 psf. Minimum uniformly distributed design roof load shall be 25 psf per local ordinance, • Table R301.5 is amended to require a minimum uniform live load of 40 psf in habitable attics and sleeping rooms. • Foundations with stem walls shall be provided with a minimum of one#4 bar at the top of the wall and one#4 bar at the bottom of the footing. #4 vertical bars are required at 6 feet on center. • Basement walls to have one 94 horizontal bar at 4 feet on center. One#4 bar is also required horizontally and vertically around openings, extending 2 feet beyond the opening. One#4 bar to be placed diagonally at corners of openings subject to cracking. Vertical bars installed per IRC. • Unvented fuel-burning appliances are not allowed. • 30" minimum crawl space depth measured from bottom of floor joist(per focal resolution) State-adopted codes and other code links Idaho Division of Building Safety Statutes and Rules http://dbs.idahQ.aov/rules/Current.html 2009 Idaho Fire Code(2012 coming soon) http://www.ecodes.biz/ecodes support/Free Fbsources/Idaho09/idaho09 main html 2004 Idaho Manufactured Home Installation Standard http://dbs.idaho.gov/programs/manufactured/publications/mfg installation std rev0311 pdf ICC Free e-Codes http://Publicecodes.cyberregs.com/icod/index.htm { J A(S Q IM-6 .-I.- i I o 1 i UW AHJ NO. 62 DATE: SHEET NO, '6 PROJECT BY: AHJ ENGINEERS,PC STRUCTURAL CONSULTANTS T-1T ' T- ------------------------- T., .... .... .... ! I ! III I � IIjI I ! � ! � � ..j. f. 71 IT . I w 1 A'A A 19fl .L _ : .I . I ► 74 A1.2 I J J 4 q II � i. 21G�-!.. -4 Lip : ! ' ! 4 77, L -.1 J I u r j AHJ NO. DATE: SHEET No. T, t 4 17 T- PROJECT sa BY: 4 - 7 7 AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS : (_ I.f.. I. I I , I , t I I t 1 I ! I I i 17 I. ... I I .I_.... I I ► IL. . ; . . ... I f 01 _!. I � I • I ilil ! II { I l III , I I I I I r ff tt I �"ar�, N 52 >13t� 36 °i'34 t fit '.LI 0.5 icv r C3_ _ I I _...I '2, _( t t _ I 0.1 i I I I I i t I a AHJ N0. ����� DATE: SHEET NO. ---- - ' 1� (b _ PROJECT ,r BY; 4140 {� 1.41 a AHJ ENGINEERS, PC - -- -- STRUCTURAL CONSULTANTS , t , ff I � , i I I I • i3`1. .2:b.. � ;.� .� G! � . �;-���_�' ;c;4'ts,. �•:9eS �- l _ . , j I I I i . .J ..L.► . .. L. . . I .._ I _1. I I. i I. , . ; , I ; � � 1 • I . . III ij , , l il ' I i j I �. 1 I I 'z 'V t f � RZ;i ` t _ i • , ,may : I • L. ... I { I II I I I I I I � , II 1 � j , _ , j _L I ► I { , I ( Ii , i i �. 1 .;_j � i I. I • . f Ir , � ► I � � • I I I I i j. I .�_ ,. I , i I a.. • � � II I it I jE _ I a 5�4 AHJ N0, DATE: SHEET NO. �,� � a �;4;„ • �rS �� PROJECT l��' �'t'�"' BY: � AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS AHJ Structural Engineers,PC Project Title: 1st American Title r Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr; 0)01%%l Printed:20 MAY 201 B 10:33AM Fite=C:\Users\CH.OLLA-11DesktgOTIRSTA-t.EC6 ' WOOCJ BeAtYI ENERCALC,INC.1983.2016,Build:6.16.5.11,Vec6.16.5.11 . t .6i Description: Bf CODE REFERENCES Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-10 Load Combination Set:2006 IBC&ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,600.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,600.0 psi Ebend-xx 1,900.Oksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade :MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0psi Density 32.210pcf Beam Bracing ; Beam is Fully Braced against lateral-torsional buckling S(0.2390) D(0.555)7.78) __ D(0.54)S(1.313) R► ♦ r ♦ r v T V d 3.1.75x14 3-1.75x14 Span=14.0 it Span=6.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: S=0.2390 k/ft Load for Span Number 1 Uniform Load: D=0.5550, S=0.780, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.540, S=1.313, Tributary Width=1.0 it DESIGN SUMMARY • - ........--... _.. ...... - ..................... Maximum Bending Stress Ratio = 0.701 Maximum Shear Stress Ratio = 0.719 : 1 Section used for this span 3-1.75x14 Section used for this span 3-1.75x14 fb:Actual = 2,107.69 psi fv:Actual = 235.58 psi FB:Allowable = 2,990.00psi Fv:Allowable = 327.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 14.000ft Location of maximum on span = 12.905 it Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.210 in Ratio= 800>=360 Max Upward Transient Deflection -0.016 in Ratio= 4492>=360 Max Downward Total Deflection 0,331 in Ratio= 507>=240. Max Upward Total Deflection -0.028 in Ratio= 2586>=240. 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 lb Pb V tv F'v D Only 0.00 0.00 0,00 0.00 Length=14.0 It 1 0,316 0.328 0.90 1.000 1.00 1.00 1.00 1.00 1.00 10.55 738.29 2340.00 4.13 84.25 256.50 Length=6.0 it 2 0.316 0.328 0.90 1.000 1.00 1.00 1.00 1.00 1.00 10.55 738.29 2340.00 2.79 84.25 266.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 it 1 0.284 0,296 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.55 738.29 2600.00 4.13 84.25 285.00 AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Proiect ID: 16065 Since 1985 Project Descr. Arp) IRS'%I Printed:20 MAY 2016,10:33Ah1 Wood Beam File=C:lUsersICHOLLA-11DesktopTIRSTA-I.EC6 ENERCALC,INC.1983.2016,Build fi 0.5.11,Ver6.16.5.11 Description: 131 Load Combination Max Stress Ratios Moment Values_ Shear Values Segment Length Span ft M V Cd C FN C I Cr C m C t C L M 1b F'b V tv F'v Length=6.0 It 2 0.284 0.296 1,00 1.000 1.00 1.00 1.00 1.00 1.00 10.55 738.29 2600.00 2.79 84.25 285.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0,227 0.236 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.55 738.29 3250.00 4.13 84.25 356.25 Length=6.0 ft 2 0.227 0.236 1.25 1.000 1.00 1.00 1.00 1.00 1,00 10.55 738.29 3250.00 2.79 84.25 356.25 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=14.0It 1 0.705 0.719 1.15 1.000 1.00 1.CO 1.00 1.00 1.00 30.12 2,107.69 2990.00 11.54 235.58 327.75 Length=6.0 It 2 0.705 0.719 1.15 1.000 1.00 1.00 1.00 1.00 1.00 30.12 2,107.69 2990.00 8.94 235.58 327.75 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0It 1 0.227 0.236 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.55 738.29 3250.00 4.13 84.25 356.25 Length=6.0 It 2 0.227 0.236 1.25 1.000 1.00 1.00 1.00 1,00 1.00 10.55 738.29 3250.00 2.79 84.25 356.25 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0ft 1 0.590 0.603 1.15 1.000 1.00 1.00 1.00 1.00 1.00 25,23 1,765.34 2990.00 9.69 197.74 327.75 Length=6.0 ft 2 0.590 0.603 1.15 1.000 1.00 1.00 1.00 1.00 1.00 25.23 1,765.34 2990.00 7.41 197.74 327.75 +D+W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0It 1 0.177 0.185 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.55 738.29 4160.00 4.13 84.25 456.00 Length=6.0 ft 2 0.177 0.185 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.55 738.29 4160.00 2.79 84.25 456.00 +D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 It 1 0.177 0.185 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.55 738.29 4160.00 4.13 84.25 456.00 Length=6.0 It 2 0.177 0,185 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.55 738.29 4160.00 2.79 84.25 456.00 +D+0.750Lr+0.750L+0.750W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 It 1 0.177 0.185 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.55 738.29 4160.00 4.13 84.25 456.00 Length=6.0 It 2 0.177 0.185 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.55 738.29 4160.00 2.79 84.25 456.00 +D+0.750L+0.7508+0.750W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.01t 1 0.424 0,434 1.60 1.000 1.00 1.00 1.00 1.00 1.00 25.23 1,765.34 4160.00 9.69 197.74 456.00 Length=6.0 It 2 0.424 0.434 1.60 1.000 1.00 1.00 1.00 1.00 1.00 25.23 1,765.34 4160.00 7.41 197.74 456.00 +D+0.750Lr+0.750L+0,5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0ft 1 0.177 0.185 1.60 1,000 1,00 1.00 1.00 1.00 1.00 10.55 738.29 4160.00 4.13 84.25 456.00 Length=6.0 It 2 0.177 0.185 1.60 1.000 1.00 1.00 1,00 1,C0 1.00 10,55 738.29 4160.00 2.79 84.25 456.00 +D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.424 0.434 1.60 1.000 1.00 1,00 1.00 1.00 1.00 25.23 1,765.34 4160.00 9.69 197.74 456.00 Length=6.0 it 2 0.424 0,434 1.60 1.000 1.00 1.00 1.00 1.00 1.00 25.23 1,765.34 4160.00 7.41 197.74 456.00 +0.60D+W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0ft 1 0.106 0,111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.33 442.97 4160.00 2.48 60.55 456.00 Length=6.0 it 2 0.106 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6,33 442.97 4160.00 1.68 50.55 456.00 +0.600+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 It 1 0.106 0.111 1.60 1,000 1.00 1.00 1.00 1.00 1.00 6.33 442.97 4160.00 2.48 50.55 456.00 Length=6.0 it 2 0,106 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1,00 6.33 442.97 4160.00 1.68 50.55 456.00 Overall Maximum Deflections Load Combination Span Max.'=Deti Location in Span Load Combination Max.Y Dell Location in Span +D+S 1 0.3313 6.335 0.0000 0.000 2 0.0000 6.335 +D+S -0.0278 2.112 Vertical Reactions Support notation:Far left is 41 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 8.981 24.630 1.394 Overall MINimum 1.948 4.909 -0.054 D Only 3.246 8.182 -0.089 +D+L 3,246 8.182 -0.089 +D+Lr 3.246 8.182 -0.089 +D+S 8.981 24,630 1.305 +D+0.750Lr+0.750L 3.246 8.182 -0.089 +D+0.750L+0.750S 7.548 20.518 0.956 +D+W 3.246 8.182 -0.089 +D+0.70E 3.246 8,182 -0.089 +D+0.750Lr+0.750L+0.750W 3.246 8.182 -0.089 +D+0.750L+0.750S+0.750W 7.648 20.518 0.956 +D+0.750Lr+0.750L+0.5250E 3.246 8.182 -0.089 +D+0.750L+0,750S+0.5250E 7.548 20.518 0.956 +0,60D+W 1.948 4.909 -0.054 �2 AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20 MAY 2016,10:33A4 Wood Beam FIIe=C:lUsersICHOLLA-11DesktopIFIRSTA-1.EC6 ■ r.�r ENERCALC,INC.1963-2016,Bui1d:6.16.5.1 t,Ver.6,.i6.5.11 . Description: Bi Vertical Reactions Support notation:Far left Is#1 Values in KIPS Load Combination Support Support2 Support +0.60D+0.70E 1,948 4.909 •0.054 D Only 3.246 8.182 •0.089 Lr Only L Only S Only 5.735 16.449 1.394 W Only E Only H Only AHJ Structural Engineers,PC Protect Title: 1 st American Title Structural Consultants Engineer: CH Protect ID: 16065 Since 1985 Protect Descr: Printed:20 MAY 2010,10:33M - File=C:1Users\CHOLLA-11Desktop\FIRSTA-LECB WQOd ,Beam ENERCALC,INC,1963-2016,Build:6.16.5.11,Ver.6,16.5.11 Description: B2 CODE REFERENCES - Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10 Load Combination Set:2006 IBC&ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 1,850.0psi Ebend-xx 1,800.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 930.Oksl Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.Oksl Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.555 S 0.76 r X5.125x21 Span=20.50 It Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0,5550, S=0.780, Tributary Width=1.0 It -DESIGN SUIrdMA.R.Y...__. _.....................__.__......-__. Maximum Bending Stress Ratio 0.8691 Maximum Shear Stress Ratio = 0.530 : 1 Section used for this span 5.125x21 Section used for this span 5.125x21 fb:Actual = 2,274.37psi fv:Actual = 161.66 psi FB :Allowable = 2,616.08psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 10.250ft Location of maximum on span - 0.000 it Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#1 Maximum Deflection Max Downward Transient Deflection 0.438 in Ratio= 561>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.763 in Ratio= 322>=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 0 M V Cd C FN C 1 Cr Cm C t C L M fb F'b tv F.00 D Only 0.00 0.00 0 0.00 0. Length=20.50 it 1 0.473 0.289 0.90 0.948 1.00 1.00 1.00 1.00 1.00 30,42 969.06 2047.37 4.94 68.84 218.60 +D+L 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.426 0,260 1.00 0.948 1.00 1.00 1.00 1.00 1.00 30.42 969.06 2274.86 4.94 68.84 265.00 +D+Lr 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.341 0.208 1.25 0.948 1.00 1.00 1.00 1.00 1.00 30.42 969.06 2843.57 4.94 68.84 331.25 +0+3 0.948 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 it 1 0.869 0.530 1.15 0.948 1.00 1.00 1.00 1.00 1.00 71,39 2,274.37 2616,08 11.59 161.56 304.75 +D+0,750Lr+0.750L 0.948 1.00 1.00 1.00 t.00 1.00 0.00 0.00 0.00 0.00 Length=20.60 It 1 0,341 0.208 1.26 0.948 i.00 1.00 1.00 1.00 1.00 30.42 969.06 2843.57 4.94 68.84 331.25 +D+0.750L+0.750S 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 l� AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: r� Printed:20 MAY 2016,10:33AM WOOCI Beard File=C:lUsersICHOLLA-11Desktop\FIRSTA-1.EC6 ENERCALC,INC.1983.2016,Build:6.16.6.11,Ver.6.16.5.11 KW-06001594Licensee:ahjr-IT, Description: B2 Load Combination Max Stress Ratios Moment Values _ Shear Values Segment Length Span M V Cd C FN C i Cr Cm C t C L M lb F'b V. tv F'v Length=20,50 ft 1 0.745 0.464 1.15 0,948 1.00 1.00 1.00 1.00 1.00 61.15 1,948.04 2616,08 9.93 138.38 304.75 +D+W 0.948 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.266 0.162 1.60 0.948 1.00 1.00 1.00 1.00 1.00 30.42 969.06 3639.77 4.94 68.84 424.00 +D+0.70E 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0,266 0.162 1.60 0.948 1.00 1.00 1.00 1.00 1.00 30.42 969.06 3639.77 4.94 68.84 424.00 +D+0.750Lr+0.750L+0.750W 0.948 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.266 0.162 1.60 0.948 1.00 1.00 1.00 1.00 1.00 30,42 969.06 3639,77 4.94 68.84 424.00 +D+0.750L+0.7508+0.75OW 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.535 0.326 1.60 0.948 1,00 1.00 1.00 1.00 1.00 61.15 1,948.04 3639.77 9.93 138.38 424.00 +D+0.750Lr+0.750L+0.5250E 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.266 0.162 1.60 0.948 1.00 1.00 1.00 1.00 1.00 30.42 969.06 3639.77 4.94 68.84 424.00 +D+0.750L+0.750S+0,5250E 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.535 0.326 1.60 0.948 1.00 1.00 1.00 1.00 1.00 61.15 1,948.04 3639.77 9.93 138.38 424.00 +0,60D+W 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.160 0.097 1.60 0.948 1.00 1.00 1.00 t.00 1.00 18.25 681.44 3639.77 2.96 41.30 424.00 +0.60D+0.70E 0.948 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=20.50 ft 1 0.160 0,097 1.60 0,948 1.00 1.00 1.00 1.00 1.00 18.25 581.44 3639.77 2.96 41.30 424.00 Overall Maximum Deflections Load Combination Span Max.'=Defl Location in Span Load Combination Max.'+'Defl Location in Span +D+S 1 0.7630 10.325 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.931 13.931 Overall MINimum 3.661 3.561 D Only 5.936 5.936 +D+L 5.936 5.936 +D+Lr 5.936 5.936 +D+S 13.931 13.931 +D+0.750Lr+0.750L 5.936 5.936 +D+0.750L+0.750S 11.932 11.932 +D+W 5.936 5.936 +D+0.70E 5.936 5.936 +D+0,750Lr+0.750L+0.750W 5.936 5.936 +D+0.750L+0.750S+0.750W 11.932 11.932 +D+0.750Lr+0.750L+0.5250E 5.936 5.936 +D+0.750L+0.750S+0.5250E 11.932 11.932 +0.60D+W 3.561 3.561 +0.60D+0,70E 3.561 3.561 D Only 5,936 5.936 Lr Only L Only S Only 7.995 7.995 W Only E Only H Only AHJ Structural Engineers,PC Project Title: 1 st American Title Project ID: 16065 Structural Consultants Engineer: CH Since 1985 Project Descr: Printed:20 MAY 2016,10:33AM File=C:\Users\CHOLLA-llDeskto7FIRSTA-1.EC6 Wood Beam ENERCALC,INC.1983-2016,Bulld:6.16.5.11,Ver:6.16.5.11 . wwrOITE1717M Description: B3 CODE REFERENCES Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10 Load Combination Set:2006 IBC&ASCE 7-05 Material Properties Analysis PAethod: Allowable Stress Design Fb-Tension 2,600.0 psi E:Modulus of Elasticity Load Combination 20061 BC&ASCE 7-05 Fb-Compr 2,600.0 psi Ebend-xx 1,900.0 ks! Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Olood Species : !Level Truss Joist Fc Perp 285.0 psi Wood Grade :MicroLam LVL 1.9 E Fv .0 psi Ft 1,555.0 psi Density 32.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0 0.555 S 0.79 2-1.75AS Span-7.0 R Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.5550, S=0.780, Tributary Width=1.0 It sa ; 'iia 1 - - • _DESIGN,SUMMARY....._.._....._._......__.._..._,�._._,.__..._...___.__.._.. --- - Maximum Bending Stress Ratio 0.627.. 1 Maximum Shear Stress Ratio 0.505 : 1 Section used for this span 2-1.75x9.5 Section used for this span 2-1.75x9.5 fb:Actual = 1,874.21 psi fv:Actual = 165.55 psi FB:Allowable = 2,990.00psi Fv:Allowable = 327.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.500ft Location of maximum on span - 6,234It Span#where maximum occurs = Span#1 Span If where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.089 in Ratio= 941>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.154 in Ratio= 547>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Ivioment Values Shear Values Segment Length Span 9 M V Cd 0 FN C i Or Cm C t C L ti1 fb F'b V tv F'v D Only 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.336 0.270 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.44 785.23 2340.00 1.54 69.36 256.60 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 it 1 0,302 0.243 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.44 785.23 2600.00 1.54 69.36 285.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.Oft 1 0.242 0.195 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.44 785.23 3250.00 1.54 69.36 356.25 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.627 0.505 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.22 1,874.21 2990.00 3.67 165.55 327.75 +D+0,750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0,242 0.195 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.44 785.23 3250.00 1.54 69.36 356.25 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 l� AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20 MAY 2016.10:33A1'd WOOCI BeamFile=C:\Usefs1CHOLLA-ADesktopTIRSTA-1.EC6 ENERCALC,INC.1983-2016,Build:6.16.5.11,Ver.6.16.5.11 Description: B3 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 F'b V tv F'v Length=7.0 it 1 0.536 0,432 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.03 1,601.96 2990.00 3.14 141.50 327.75 +D+W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 it 1 0.189 0.152 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.44 785.23 4160.00 1.54 69.36 456.00 +D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 It 1 0.189 0.152 1.60 1.000 1.00 1.00 1.00 1.00 1,00 3.44 785.23 4160.00 1.64 69.36 456.00 +D+0.750Lr+0.750L+0.750W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 it 1 0.189 0.152 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.44 785.23 4160.00 1.54 69.36 456,00 +D+0.750L+0.750S+0,750W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 It 1 0.385 0.310 1.60 1,000 1.00 1.00 1.00 1.00 1.00 7.03 1,601.96 4160,00 3.14 141.50 456.00 +D+0.750Lr+0.750L+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 It 1 0.189 0.152 1.60 1.000 1.00 1,00 1.00 1.00 1.00 3.44 785.23 4160.00 1.54 69.36 456.00 +D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 it 1 0.385 0.310 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.03 1,601.96 4160.00 3.14 141.50 456,00 +0.60D+W 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 it 1 0,113 0.091 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.07 471.14 4160.00 0.92 41.62 456.00 +0.600+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.113 0.091 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.07 471,14 4160.00 0.92 41.62 456.00 Overall Maximum Deflections Load Combination Span Max.'-"Defl Location in Span Load Combination Max.'+'Defl Location In Span +D+S 1 0.1535 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is 41 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.699 4.699 Overall MINimum 1.181 1.181 D Only 1.969 1.969 +D+L 1.969 1.969 +D+Lr 1.969 1.969 +D+S 4.699 4.699 +D+0.750Lr+0.750L 1,969 1.969 +D+0.750L+0.7508 4.016 4.016 +D+W 1.969 1.969 +D+0.70E 1.969 1.969 +D+0.750Lr+0.750L+0,750W 1.969 1.969 +D+0.750L+0.750S+0.750W 4,016 4.016 +D+0.750Lr+0.750L+0.5250E 1.969 1.969 +D+0.750L+0.750S+0.5250E 4.016 4.016 +0.60D+W 1.181 1.181 +0.60D+0.70E 1.181 1.181 D Only 1.969 1.969 Lr Only L Only S Only 2.730 2.730 W Only E Only H Only LEGEND xeet —————————————— WA -————- ————— I Ll AT Uaj 4 - 7 IFOD 5E; z u <� 0 7------- -- ------ TE 104 z z ............. MAIN LEVEL Fm-- FLOOR PLAN \p A.- 777Mt MAIN R-00R PLAN 5CALB V4";,I'-e rAd Aloo' m6 i ? 1t,1G' i .� i i I i _i l I L j I. I ;� I ( ! .� , ,, ! t l �._ , j yaH zts laj:. I h,. _ I. I _ V4 0 T] J H A J U I It I _� f.. I .;. .. ;- � � " �i�tip' t ,� t.. j _., .L.. ...i_.j L .�. �_ l � + _� r ` -{:.� I ; .. I_. d I.- ILA ! i ' I C'2 I�C� , � i .j._� ; ' I v 'z J d A_I 4. I t Ilk 4 i w L I : . ,' i I 3 ..:�- �- V.b � � �-� ' -� i i I 4Z.3�1��b ) � ( i —1 � _ � I i. .i. � � ! I ( ill l I � { � f dill � I � II , I I it �II� ! 6 Oa B 41, 4:L I I i � + I i I t ( i ! � , i , I. i I 1 ik � ; i Qq AHJ NO, DATE.-S� SHEET NO. PROJECT BY: c� AFIJ ENGINEERS, PC STRUCTURAL CONSULTANTS AHJ Structural Engineers,PC Project Title: 1st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Opp) I-%%I Printed:20 MN12016.10:33AM -- File=C:Wsers\CHOLLA-1\DeskteplFIRSTA-1.ECo Multiple Simple Beam ENERCALC,INC.,1983-2016,Build:6.16.5.11,veM16.5a1 Description : Headers - -- Wood Beam Design : H1, H2, H3... Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fe-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.3350, S=0.4150 Wit,Trib=1.0 It DeS1CLn Summary olo3ssotstoarsrn r ggoag n Max fb/Fb Ratio = 0.743. 1 ,�x fb:Actual: 866.83 psi at 2.250 it in Span#1 �`� r ; Fb:Allowable: 1,167.23 psi Load Comb: +D+S+H Max fv/FvRatio= 0.495: 1 fv:Actual: 86.34 psi at 0.000 it in Span#1 45011 2.2X8 Fv:Allowable: 172.60 psi Load Comb: +D+S+H Max De lections Max Reactions (k) 2 L Lr s 1N E H Downward L+Lr+S 0.031 in Downward Total 0.025 in Left Support 0.75 0.93 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.75 0.93 Live Load Defl Ratio 1737>360 Total Defl Ratio 2152>240 Wood Beam Design : H12, H13 Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 3-2xl2,Sawn, Fully Unbraced Using Allowable Stress Design with Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.3350, S=0.4150 Wit,Trib=1.0 it Design Summary D(03360)S(04150) Max fb/Fb Ratio = 0.881• 1u l _ sf at 4.250 ft in Span#1 r - F - fb:Actual: 856.30 p P Fb:Allowable: 972.24 psi Load Comb: +D+S+H Max fv/FvRatio= 0.427: 1 fv:Actual: 73.67 psi at 7,565 it in Span 4 1 8.50 It.3-2x 12 Fv:Allowable: 172.50 psi Load Comb: +D+S+H N ax Deflections Max Reactions (k) D L Lr 9i N1 E H Downward L+Lr+S 0.071 in Downward Total 0.057 in Left Support 1.42 1.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.42 1.76 Live Load DO Ratio 1444>360 Total Deft Ratio 1789>240 Wood Beam Design : Headers Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0760, S=0,090 Wft,Trib=1.0 it Design Summary D(o 07601 Sfo osol Max fb/Fb Ratio = 0.944; 1 � � fb:Actual: 1,189.44 psi at 4.250 It in Span#1 a Fb:Allowable: 1,260.55 psi Load Comb: +D+S+H Max fv/FvRatio= 0.332: 1 tv:Actual: 57.30 psi at 8.047 ft in Span#1 8.501t, 2.24 Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr a 1N E H Downward L+Lr+S 0.197 in Downward Total 0.166 in Left Support 0.32 0.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.32 0,38 Live Load Defl Ratio 518>360 Total Defl Ratio 614>240 AHJ Structural Engineers,PC Project Title: 1 st American Title Elmk Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Ads Printed:20 MAY 2016 10:38AM ^Flfe=C:lUsersICHOLLA-11DegktcpTIRSTA--I,EC6 WOOCI COlUt1111 ENERCALC,INC.1983.20.16,Buifd:8.16.5.11,Vec6a6.6.11 - r.00 Description: Trimmer for headers Code References Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Hem Fir p Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Cf or Cv for Compression 1.10 Area 8.250 in 2 P Fb-Tension 850.0 psi Fv 150.0 psi Ix 20.797 InA4 Cf or Cv for Tension 1.30 Fb-Compr 850.0 psi Ft 525.0 psi ly 1.547 inA4 Cm:Wet Use Factor 1.0 Fe-Prll 1,300.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NOS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 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=9.0 ft.K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included: 14.283 ibs'Dead Load Factor AXIAL LOADS.. . Axial Load at 9.0 ft,D=1,420,S=1.760 k DESIGN SUMMARY Bending&Shear Check Results PASS Max;Axial+Bending Stress Ratio = 0.4844:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' 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 0.0 In at ft above base Applied Axial 3.194 k for load combination: Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X In at ft above base Fc:Allowable 799.33 psi for load combination: Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bendino Compression Tension Load Combination +0.60D+0.70E Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Allowable Shear 150.0 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 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 Maximum Deflections for Load Combinations Load Combination Max,X-X Deflection Distance Max.Y-Y Deflection Distance l AHJ Structural Engineers,PC Project Title: 1 st American Title Project ID: 16065 , Structural Consultants En Ineer: CH Since 1985 Pro? Descr: -4011 AM Prinled:20 MAY 2016.10:UAM _ ____-.---_— - -- --'_ -- FIIe=C,lUsersICHOLIA-11DesktaplFIRSTA-i.EC6 WOOCI COIUtTit1. ENERCALC;INC,1983201t3,Build:6.18.5.i1,Vei:6.18.5.11 r.rr •, Description: Trimmer for headers Sketches Y i .5 :sj)t1 :iu�i 1X 4 }rye •d M LLoads are total entered value.Arrows do not reflect absolute direction. 1.501n h C ------- - rtm yr i P'fi ur:a�Ka'wur. W` —_-.—"-_IT--- —• rEs aea*d,oi I N 9� ua' a e•-a :� m.�� -1 �� 11-�--- Dtl t1ti 9M ut.ly a _ — roa(fi"OL 4Y 4 cu,roxre crr. ,Ym.00rw mnra d I I � r. ,- y •q vayarurecw.ana ;,; i _ T- � � � - I -r -- - !, ➢ � 8 � ;5 Yn,tNrD•uc I I aRWJ - r• I '�;* Y � 1 c r�JY�Cr Oai�rurdt 1� i � /f-c. 7 WrsM1T xaaf I (-� _ I I (� w I 9'-w' v! a v.1 yr v-i vY s.r ra• � o Y .-�� EDfmnwacrt p °m e"'`r"eae� O � � W � fit' I � � w41tlISY wuY.��Amc 9 IVLLWIY O O f,W?6pQAHVG vxr.rmnnu,` Q •I I K Z jr r p �uj uiZ eacF- Y W J�f J V • J J F[ a:o• a:w ruumnr .ro ,ra- YY rw, o:wsQ- In § V v.+vr � r-r n.->.� w-m. r>• �I„ aa" sa yr ,_ rc•'A�1 h t��,l ri� 2 mruIMI; nAwncax _4 Idonr rua,v�I � I MAIN LEVEL FLOOR PLAN ^ I I I IF-1 El cn n,a i-, t^e�4• r-f Y+r 4.' r+' W-i 4• I�e +li• —4Y.•<+ T-f ,ra• 1,.1�� m-.. 63'•.YC NO MAIN FLOOR PLAN � .a NT K.IOK ARAM S SF u; Vv I ! i I _ E - UU rNkr I �. ... w � e I E I I , i � f I ► , � II i ( : - I 11 I I I III II . .� L.. r I .1 ! ! I H.. :I t- I � II II � • C I , , I I l I I I � i , W .7 a W (�ty �a�. co III I , f a11t 0.) I , I' I 0 ! �i � I � I I I • ij ! � I ! � I � ! II ! � IIIIi � , I il , ; it L _� . f t t ' t �-j AHJ NO. DATE; r� o. SHEET N0. kq!%, It, PROJECT BY: AHJ ENGINEERS, PC 24 STRUCTURAL CONSULTANTS AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants En Ineer: CH Project ID: 16065 Since 1985 Pro Descr: ✓� Printed:20 MAY 2016 10:33A)A File=C:\Users\CHOLLA-1\1)esktop\FIRSTA-1.EC6 WOOCI �iOI W' !1 ENERCALO,INC.196'20t6,Bulld:6:16.Q.11,Ver:6.18.5;11 r.rr . Description: 01 Code References Calculations per 2005 NDS, IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used:2006 IBC&ASCE 7-05 General Information Analysis Method: Allowable Stress Design Nlood Section Name 3-2x6 End Fixities Top&Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 12.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 4.50 in Allow Stress Modification Factors Wood Species Hem Fir p Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Fb-Tension 850.0 psi Fv 150.0 psi Area 24.750 in^2 Cf or Cv for Compression 1.10 Fb-Compr 850.0 psi Ft 525.0 psi Ix 62.391 in^4 Cf or Cv for Tension 1.30 ly 41.766 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1,300.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Ctu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 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=12.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weiqht included:57.131 Ibs'Dead Load Factor AXIAL LOADS_ . Axial Load at 12.0 ft,D=3.250,S=5,740 k -DESIGN SUMMARY Bending&Shear Check Results PASS Max,Axial+Bending Stress Ratio = 0.720:1 Maximum SERVICE Lateral Load Reactions- Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 It Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at It above base Applied Axial 9.047 k for load combination: Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X X in at It above base Fc:Allowable 507.70 psi for load combination Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bendin4 Compression Tension Load Combination +0.600+0.70E Location of max.above base 12.0 ft Applied Design Shear 0.0 psi Allowable Shear 150.0 psi Load Combination Results Maximum Axial+BendingStress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top 0 Base @ Top 0 Base Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance 25 AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Af) I%%I Printed:20 MAY 2016,10:33AM File=C:\Users\CHOLLA-tlDesktop\FIRSTA-1.EC6 WOOC� �i0lU11117 elERCALC,INC,190-2016,Build:6165.11;Ver616.5,1t Description: C1 Sketches y a.ssoe t SLoai11 X ai N 1 l r t II L i t a r? 3-W ±i a.eoin Loads are total entered value.Arrows do not reflect absolute direction. AHJ Structural Engineers,PC Project Title: list American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Protect Descr: APO MIQ Printed:20 MAY 2016,10:33AM ENER Steel COIUIColumnFile=C.lUsersICHOLLA-11Deskfop%FIRSTA-1.EC6; CALC,t NC.1983-20_16,Bui1&6.16.5.11.Vet:6.16.5:11 Description: 02,C3,C4 worst case Code References _ Calculations per AISC 360-05, IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 General Information Steel Section Name : HSS4x4x3/16 Overall Column Height 11.50 it Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 19,000.0 ksi Unbraced Length for X•X Axis buckling=11.50 ft,K=1.0 Y-Y(depth}axis: Unbraced Length for Y-Y Axis buckling=11.50 fl,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:108.136 Ibs"Dead Load Factor AXIAL LOADS... Axial Load at 11.50 it,D=8,180,S=16.450 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7855 :1 Maximum SERVICE Load Reactions.. Load Combination +D+S Top along X-X 0.0 k Location of max.above base 0.0 it Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 24.738 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 31.493 k Maximum SERVICE Load Deflections... Ma-x:Applied 0.0 k-ft Mn-x/Omega:Allowable 8.424 k-ft Along Y-Y 0.0 in at 0.0 ft above base Ma-y:Applied 0.0 k-it for load combination: Mn-y/Omega:Allowable 8.424 k-ft Along X-X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination 0.0 Location of max.above base 0.0 it 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 Only 0.263 PASS 0.00 it 0.000 PASS 0.00 ft +D+L 0.263 PASS 0.00 it 0.000 PASS 0.00 it +D+Lr 0.263 PASS 0.00 it 0.000 PASS 0.00 ft +D+S 0.786 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.75OLr+0.750L 0.263 PASS 0.00 it 0.000 PASS 0.00 it +D+0.750L+0.750S 0.655 PASS 0.00 it 0.000 PASS 0.00 it +D+W 0.263 PASS 0.00 it 0,000 PASS 0.00 It +D+0.70E 0.263 PASS 0.00 it 0,000 PASS 0.00 ft +D+0.75oLr+0.750L+0.75OW 0,263 PASS 0.00 it 0.000 PASS 0.00 it +D+0.750L+0.750S+0.750W 0.655 PASS 0.00 it 0.000 PASS 0.00 it +D+0.750Lr+0.750L+0.5250E 0.263 PASS 0.00 it 0.000 PASS 0.00 it +D+0.750L+0.750S+0.5250E 0.655 PASS 0.00 ft 0,000 PASS 0.00 it +0.60D+VV 0.158 PASS 0.00 ft 0.000 PASS 0.00 it +0.60D+0.70E 0.158 PASS 0.00 ft 0.000 PASS 0.00 it 2� AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20 MAY Me,MOM File=C:lUsersiCHOLLA-ttDesktop\FIRSTA-1.EC6 Steel Column, ENERCALC,INC.1983.2016,Bulld:6.16.5.11,Var.6.16.5.i1 Description: 02,C3,C4 worst case 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 Only k k 8.288 k +D+L k k 8.288 k +D+Lr k k 8.288 k +D+S k k 24.738 k +D+0.750Lr+0.750L k k 8.288 k +D+0.750L+0.750S k k 20.626 k +D+W k k 8.288 k +D+0.70E k k 8.288 k +D+0.750Lr+0.750L+0.750W k k 8.288 k +D+0.750L+0.7508+0.75OW k k 20.626 k +D+0.750Lr+0.750L+0.5250E k k 8.288 k +D+0.750L+0.750S+0.5250E k k 20.626 k +0.60D+W k k 4.973 k +0.60D+0.70E k k 4.973 k D Only k k 8.288 k Lr Only k k k L Only k k k S Only k k 16.450 k W Only k k k E Only k k k H Only k k 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 It 0.000 in 0.000 It +D+L 0,0000 in 0.000 It 0.000 in 0.000 It +D+Lr 0.0000 in 0.000 ft 0.0co in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.75OLr+0.750L 0.0000 in 0.000 ft 0.000 In 0.000 ft +D+0.750L+0.750S 0.0000 in 0,000 It 0.000 in 0.000 It +D+W 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.70E 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.750L+0.750W 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.75OW 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750Lr+0.750L+0.5250E 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750L+0.750S+0.5250E 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+Vl 0.0000 in 0.000 It 0.000 In 0.000 it +0.60D+0.70E 0.0000 in 0.000 It 0.000 in 0.000 It D Only 0.0000 in 0.000 It 0.000 In 0.000 ft Lr Only 0.0000 in 0.000 It 0.000 in 0.000 It L Only 0.0000 in 0.000 It 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 It 0.000 in 0.000 it E Only 0.0000 in 0.000 ft 0.000 In 0.000 It H Only 0.0000 in 0.000 It 0.000 in 0.000 ft Steel Section Properties HSS4x4x3l16 'L� AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20?r10 2016,ta.3saH Steel GOl U nl tl File=C:\Users\CHOLIA-110esktop\FIRSTA-1.EC6 .. ENERCALC,INC.1963 2016,Bui(d 6.16,5.1 t,Ve0.16.5.11 Description: C2,C3,C4 worst case Steel Section Properties : HSS4x4x3l16 Depth = 4,000 in I xx = 6.21 ln1`4 J = 10.000 iO4 S xx = 3.10 InA3 Width = 4.000 In R xx = 1.550 in Wall Thick = 0.187 in Zx - 3,670 1nA3 Area = 2.580 InA2 I y'/ = 6,210 inA4 C = 5.070 InA3 Weight = 9.403 pif S yy = 3.100 103 R yy = 1.550 In Ycg = 0,000 in w ° i o \ Load 1 X a0i, P ti. It +C T 4.00in Loads are total entered value.Arrows donot reflect absolute direction. 2� AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: _ Printed:20 MAY 2016,1 OZAM File=C;lUsers\CHOLLA-1\Desktop\FIRSTA-I,EC6 WOOCI COilumn ENERCALC,INC.1983.2016,Build:6,18.5.t1,Vee6.16.6.11 r.r r Description: C4,C5 Code References Calculations per 2005 NDS, IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Gradingmlanuf, Graded Lumber Overall Column Height 12.0 It Wood Member Type Sawn (Used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Woad Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Fb-Tension 750 psi Fv 170 psi Area 30.250 InA2 Cf or Cv for Compression 1.0 Fb-Compr 750 psi Ft 475 psi ix 76.255 in^4 Cf or Cv for Tension 1.0 iy 76,255 inA4 Cm:Wet Use Factor 1.0 Fc•Pril 700 psi Density 31.2 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf;Built-up columns 1,0 NDS 15.3.2 Basic 1300 1300 1300 ksi Use Cr:Repetitive? No Minimum 470 470 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=12.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=12.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:78.650 Ibs'Dead Load Factor AXIAL LOADS. . . Axial Load at 12.0 ft,D=1.930,S=2,730 k DESIGN SUMMARY Bending&Shear Check Results PASS Max,Axial+Bending Stress Ratio = - 0.3656:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 it Maximum SERVICE Load Lateral Deflections... At maximum location values are,,. Along Y-Y 0.0 in at it above base Applied Axial 4.739 k for load combination: Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X in at ft above base Fc:Allowable 428.425 psi for load combination: Other Factors used to calculate allowable stresses— PASS , PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0,70E Location of max.above base 12.0 It Applied Design Shear 0.0 psi Allowable Shear 170.0 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 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y•Y Axis Reaction Axial Reaction Load Combination Base @ Top @ Base a Top Base Maximum Deflections for Load Combinations Load Combination Max.X•X Deflection Distance Max.Y-Y Deflection Distance 3u AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Protect Descr: Printed:20 MAf 2018.1730AM File=C:\Users\CHOLLA-1\DesktcpfiRSTA-1.EC6 W O OCI Column, ENERCALC,INC.1983-2016,Build:6.16.5.11,Vec8.16.5.11 i Description: C4,C5 Sketches y 4.680k iy . i c :L d1 X p � T ' 11 .0 64 Loads are total entered value.Arrows do not reflect absolute direction. 3\ AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20 MAY 2016.10:33Ah1 -- File=C:1Users%CHOLLA-11DesktoplFIRSTA-1.EC6 Wood Columill ENERCAL0,INb.1983.2016,'Build:6.16.5.11,Ver.6.16.5.11 Description: W1,W3 Code References Calculations per2005 NDS, IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 General information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 12.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 1.50 In Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 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 850.0 psi Fv 150.0 psi Ix 20.797 inA4 Cf or Cv for Tension 1.30 Fb-Compr 850.0 psi Ft 525.0 psi ly 1.547 1nA4 Cm:Wet Use Factor 1.0 Fe-Pril 1,300.0 psi Density 27.70 pef Ct:Temperature Factor 1.0 Fe-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending yy Bending Axial Kf:Built-up columns 1.0 rlas 153.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? Yes Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along XA Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=12.0 It,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included: 19.044 Ibs'Dead Load Factor AXIAL LOADS.. . Axial Load at 12,0 ft,D=0.390,S=0.640 k BENDING LOADS.. . Lat. Uniform Load creating Mx-x,W=0.0460 Wft DESIGN SUMMARY -_ Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7172:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+W Top along Y-Y 0.0 k Bottom along Y-Y 0.0 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 5.960 It Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at It above base Applied Axial 0.4090 k for load combination: Applied Mx 0.8280 k-ft Along X-X in at It above base Applied My 0.0 k-ft Fc:Allowable 531.44 psi for load combination Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1394:1 Bending Compression Tension Load Combination +D+W Location of max.above base 12.0 It Applied Design Shear 50.182 psi Allowable Shear 240.0 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 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination Base 0 Top Base @ Top Base Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance 32 AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: printed:20 MAY 2016,10:33MA INOOC! ColumnFile=C:lUsersICHOLLA-11DesktoplFIRSTA-•1.EC6 ENERCALC,INC.198M016,Build:6.16.5.11,Vee6.16.5.11 Description: V11,W3 Sketches Y IvNkLoads 1 -N N t 2%6O L�J Loads are total entered value, Arrows do not reflect absolute direction. 33 AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20 MAY 2018,10:03AM File=CAUsersICHOLLA-1\DesktopTIRSTA-1.EC6 LWOOCI Column ENERCALC,I.NC.1983.2016,r3ulld6.16.5.11,Ver:6.16.5.11 L Description: W5 Code References Calculations per 2005 NDS, IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 12.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 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 850.0 psi Fv 150.0 psi Ix 20,797 1nA4 Cf or Cv for Tension 1.30 Fb-Compr 850.0 psi Ft 525.0 psi ly 1.547 inA4 Cm:Wet Use Factor 1.0 Fc-Pril 1,300.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? Yes Minimum 470.0 470.0 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=12.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weiqht included: 19.044 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 12.0 ft,D=0.7380,S=1.074 k BENDING LOADS... Lat.Uniform Load creatinq Mx-x,W=0.0070 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4372:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.abare base 0.0 it Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 In at it above base Applied Axial 1.831 k for load combination: Applied Mx 0.0 k-ft Along X-X in at it above base Applied My 0.0 k-ft Fc:Allowable 507.70 psi for load combination Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.03394:1 Bending Compression Tension Load Combination +D+W Location of max.above base 12.0 it Applied Design Shear 7.636 psi Allowable Shear 150.0 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 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 Maximum Deflections for Load Combinations Load Combination Max,X-X Deflection Distance Max.Y-Y Deflection Distance AHJ Structural Engineers,PC Project Title: 1st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Protect Descr: _______ _ ____ Printed:20 MAY 2016,10:3341 File=C.kUsers%CHOLtA-11Desklop\FIRSTA-i.EC6 WOOCI COI U1T111 ENERCALC,INC,1963.2016,Bulld:6.16.5.11,Ver.6,16.5Ji JI , Description: W5 Sketches Y W&Loads I - ix N 2xe 0.04 1.50 in Loads are total entered value.Arrows do not reflect absolute direction. E as O $ LEGEND —————————————— I''^�a e'tacllm.u�w. D I �• eQ I �/\ •Q �F nrLew uuu Ar _ � ars � �-8ff ■ 1 G7 Ar f• I 2 � rem t usio�ic ! � T: ff � I � - - • I a� ��` �3 om.arm.u]�ewe i 13 _ FEr Tr a r-r I— } -- [- IT 17t v �- Q� S� [ I v o ° I w I a e*a x rc H 71W� I C I IM\ I� I BASEMENT I FLOOR PLAN ra• pa r� ]ra vl rti• •' x•x I s.x — dt gyp. M1' mn-a 680sA 9ASEMENT FLOOR PLAN 6 BCA.E. va'-W o. A101 b' L!ChQ�U.G. � I I I { c��,l i � 132�ps �3� I �i@ Pf ! I. f.. j _ � ..� ! '. � { ! .� ao I A_ 1_j Zcl t ---------- FA 3 �A I" j2 � .` I L �.I -_L� _{ i ! _ 7.1t if w if I I 7 lc� �i -ri 2— ot I tA Ad AP p, 7 77,1717 I r i IL s1AA.1'.F.M Vjl AHJ NO. SHEET NO. 9 4 21 L g PROJECT BY: %YAM AHJ ENG' INEERS, PC STRUCTURAL CONSULTANTS R ' MEtNIBER REPORT Level,J1,J2,J3,H4 FAILED l 1 piece(s) 14 T7I@ 360 @ 16 OC Overall Length: 17'8 1/16" } a 0 0 1T 8 1/16" f 1 p L2 Al locations are measured from the outside face of left support(or left cantilever end),AII dimensions are horizontal. 7-77 Desi n RESUItS ,.. , gttuat,�.Locadon :,; '.Allowed ,Result ,; . LDF Load:Combination(Pattern) System,Floor Member Reaction(Ibs) 1315 @ 3 1/2" 1315(2,72') Passed(100%) 1.00 1.0 D+1.0 L(All Spans) Member Type::Joist Shear(Ibs) 1315 @ 3 1/2" 1955 Passed(67%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 5590 @ 8'9 1/2" 7335 Passed(76%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Den.(in) 0.447 @ 8'9 1/2" 0.425 Failed(L/457) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Den.(in) 0.518 @ 8'9 1/2" 1 0.850 1 Passed(L/394) 1.0 D+1.0 L(All Spans) TJ Pro'"Rating 49 45 Passed - -- Deflection criteria:LL(t/480)and TL(1.1240). •Bracing(Lu):Ali compression edges(top and bottom)must be braced at T 9 5/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23132"Panel(24"Span Rating)that Is nailed down. •Additional considerations for the TJ-Pro'"Rating include:None r Bearing Length loads to Supports r{ a >. r, y ✓ c t SIJppOftS" Tgtal Available Required :Dead pL�e Total Accessories 1-Hanger on 14"GLB beam 3.50" Hanger' 2.72"/-2 188 1172 1360 See note 2-Stud wall-DF 5.50" 4.25" 2.89" 189 1184 1373 1 1/4"Rim Board •Rim Board Is assumed to carry all loads applied directly above It,bypassing the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional Information and/or requirements. •3 Required Bearing Length/Required Bearing Length with Web Stiffeners :Connector $im"sonStron =Tie;Connec#ots Support Model., Seat Length Top Nails. Face Nails Member Nails 1-Face Mount Hanger Connector not found N/A N/A ft/A N/A Floor Live LO�dS.,.,',„ Location (1 Do) Comments { 1•Uniform(PSF) 0 to 17.8 1/16., 1 16" 16.0 100.0 Weyerha t:user;Notes: f SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 1 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (vrvrrr.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction,The designer of record,builder or framer Is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser fadlitles are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.wcodbywy.com/services/s_CodeReports.aspx. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 5/17/201 6 1 1:42:01 AM Forte v5.0,Design Engine:V6.4.0,40 Chris Holladay American Tdie-Twin Falls.4te AHJ Engineers,P.C. (208)323-0199 cholladay0ahlengineers.com Page 1 of Em AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Protect Descr: Printed:20 MAY 2016,10:33AM Steel Bealri File=C:lUsersICHOLLA-11DesktcpXFIRSTA-1.EC6 ENERCALC,INC.,1983 2016,Bufld:6.18.5.11;Ver.6.i 6.5.11 KW-06001594 Description: Bi CODE REFERENCES Calculations per AISC 360.05, IBC 2009,ASCE 7-10 Load Combination Set:2006 IBC&ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0 284)U7 73) ':at rr I iS.>!kx'F+i1'k. 'j%'r1. t}.N.: :! 's+..s�`Si{ ..,,,li)'1'S`..y...'!It i. 7}'Y 5?S.:i 1+, tf -l'.' nflti'v'•../:C'ru:(i y:vr...'h?!>.':n. 44:k! .•{.'V"iM 2 �Y' ire. ;, J�4.• .��,.$/s,i+'.�{y;r}.�i>,1}' `44]]�,�rSsA�pS�*2S V�v.4. s�5�::YA j�j•fi „1.;,f1.•Mz:,,es:4�r<{;,iFu J,,iC.t,1+.:dUi ) :it.y s!rk.TM�.� . yh L J`,t-j,4�f.,y,�r.sf;rF!q.$y.,y'kt t (sli i �,�ltltJ•;trS t, k+.., i21�'I f qq n � 1D^Ssh Wt6'•A�i F .t'; 'st,slfl✓. t�l ppt!_aii� 'Y�i^�yy'.�i tf y :?yj•aSrc:,Yn,.•.'S'•Ai�M'IJ S.iA.k...::,1'fe:.. fi.y.};�•{�A'*,">=��}kt�. �{�ly�i,k }' p,,,�.;.?7 ^r j1'ite t'���4!•H%a s�/l.'i}1:, ;.Xls,,.r���t+�:��. 1 � fl,)~.h4,�1�,:�b sr. �1tT•+.r ..y df'•':'a7;.. .,,�,.4.,,.,.:,a k'Irrrb?c.. I w Y .,4>r1. •7iGi} {,L-,i`+•&.;•..{���1r,ft"7 t 6M1 +:?. S•.� xs�t.;:roy{,'�sm' �.r`.. kt, w,w:;. e i�, Y.� � t}l.;4. tr`y ,�`�. �,. `�ye:; s Yjsc ht i r 7fni�,�+�:•h rr. t'•i,hyy.hl,yt�,t..i c,,¢ C�tt nt$���. ;f, p ;t�.4,s. ,,.m. .;wp,s�?li,;�:"• '`•s'.�IJ '=5.'3�D �' 1?.•h t - .�.�.•' ,'r .,i„�5.1Y / �tj4 y..5 .�i •t:`t5>.E.!'.;..�§ .r L„a4 i)1'>>. k,'L� i to � � :*`e, . I-k:,f�l'�.tz?�...rl.Ct<w,,,.rrs llb°<:�V?yt�'*.5a.,9f l9 Jd'4�'f�sr,d.],itt�8xt .t�..�?.��,,f-ed.ti:.t{.�•`,a7n.:i�.,w,^>'.,Yp�'��'��t1}�gat{Y1r ti'F��'<r1r � W` 2.iG s.�.6 t,f.�vwr t'ti ti'trti'.'1��s;f4';fF°."�,'$';)�?"'^�r•Vt�.•N S 1 .a•,� ,x .4.�}zll..{F. ..tl ft.t.e .R.j. ..3,:.,,F i,.�.r.,.x�,f..arii,Y.}'3s�$e r+it.E.ri�h,�3,R::r;•1.z...7..,.;5.1}i�',?e,.+,•.p,..s,:r2°�,r..w@.Rrnf <�'hs'4 Span=16.830 4 W 14x26 Applied Loads Service loads entered.Load Fadtors will be.applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.2840, L=1.780 k/ft, Tributary Width=1.0 it DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.738: 1 Maximum Shear Stress Ratio= 0.248: 1 Section used for this span W14x26 Section used for this span W14x26 Ma :Applied 73.999 k-ft Va:Applied 17.587 k Mn/Omega:Allowable 100.299 k-ft Vn/Omega:Allowable 70.890 k Load Combination +D+L Load Combination +D+L Location of maximum on span 8.415ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span If 1 Maximum Deflection Max Downward Transient Deflection 0.454 in Ratio= 444>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.533 in Ratio= 379>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values _ Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn,L= 16.83 ft 1 0.109 0.037 10.98 10.98 167.50 100.30 1.00 1.00 2.61 106.34 70.89 +D+L Dsgn.L= 16.83 ft 1 0.738 0.248 74.00 74.00 167.50 100.30 1.00 1.00 17.59 106.34 70.89 +D+Lr Dsgn.L= 16.83 It 1 0.109 0.037 10.98 10.98 167.50 100.30 1.00 1.00 2.61 106.34 70.89 +D+S Dsgn.L= 16.83 it 1 0.109 0.037 10.98 10.98 167.50 100.30 1.00 1.00 2.61 106.34 70.89 +D+0.750Lr+0,750L Dsgn.L= 16.83 ft 1 0.581 0.195 58.24 58.24 167.50 100.30 1.00 1.00 13.84 106.34 70.89 +D+0.750L+0.750S Dsgn.L= 16.83 It 1 0.581 0,195 58.24 58.24 167.50 100.30 1.00 1.00 13.84 106.34 70.89 +D+W Dsgn.L= 16.83 it 1 0,109 0.037 10.98 10.98 167.50 100.30 1.00 1.00 2.61 106.34 70.89 +D+0.70E Dsgn.L= 16.83 It 1 0.109 0.037 10.98 10.98 167.50 100.30 1.00 1.00 2.61 106.34 70.89 +D+0.750Lr+0.750L+0.750N/ Dsgn,L= 16.83 it 1 0.581 0.195 58.24 58.24 167.50 100.30 1.00 1,00 13.84 106.34 70.89 +D+0.750L+0.750S+0.75OW Dsgn.L= 16.83 it 1 0.681 0.195 58.24 58.24 167.50 100.30 1.00 1.00 13.84 106.34 70.89 +D+0.750Lr+0.750L+0.5250E Dsgn.L= 16.83 ft 1 0.581 0.195 58.24 58.24 167.50 100.30 1.00 1.00 13.84 106.34 70.89 +D+0.750L+0.750S+0.5250E Dsgn.L= 16.83 ft 1 0.581 0.195 58.24 58.24 167.50 100.30 1.00 1.00 13.84 106.34 70.89 +0.60D+W 3k AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: AP) I%% Printed:20 MAY 2016,10:33AM Steel Beam File=C:lUSdrsICHOLLA-110esktoplFIRSTA-1.ECQ ' ENERCALC,INC.1983-2016,Bu11d:6.16.5A1;Ver.6.16.5.i1. Description: 131 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span N M V Mmax+ Mmax• Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxtOmega Dsgn,L= 16,83 ft 1 0.066 0.022 6.59 6.59 167.50 100.30 1.00 1.00 1.57 106.34 70.89 +0.60D+0.70E Dsgn.L= 16.83 It 1 0.066 0,022 6.59 6.59 167.50 100.30 1.00 1.00 1.67 106.34 70.89 Overall Maximum Deflections Load Combination Span Max.'=Dell Location in Span Load Combination Max.'+'Dell Location in Span +D+L 1 0.5334 8,463 0.0000 0.000 Vertical Reactions Support notation;Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAX1mum 17.587 17.587 Overall MINimum 1.565 1.565 D Only 2.609 2.609 +D+L 17.587 17.587 +D+Lr 2.609 2.609 +D+S 2.609 2.609 +D+0.750Lr+0.750L 13,843 13.843 +D+0.750L+0.750S 13.843 13.843 +D+W 2.609 2.609 +D+0.70E 2.609 2.609 +D+0.750Lr+0.750L+0.750W 13.843 13.843 +D+0.750L+0.750S+0.750W 13.843 13.843 +D+0.750Lr+0.750L+0.5250E 13.843 13,843 +D+0.750L+0.750S+0.5250E 13,843 13.843 +0.60D+W 1.665 1.565 +0.60D+0.70E 1.565 1.565 D Only 2.609 2.609 Lr Only L Only 14,979 14.979 S Only W Only E Only H Only tlei AHJ Structural Engineers,PC Project Title; 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Protect Descr: Printed:20 MAY 201 6,10:33AM Steel Beam File=C:\USersTHOLLA-11DesklopTIRSTA-1,EC6 ENERCALC,INC.1983.2016,Build:6.16.5.11,Ve0.116.5.11 KW-06001594 Licensee:ahj engineers,p.c. Description; 62 CODE REFERENCES _ Calculations per AISC 360-05, IBC 2009,'ASCE 7.10 Load Combination Set:2006 IBC&ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 kst Beam Bracing: Beam Is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 1)(0.2841 L t.78 ♦ ♦ 1 � �\7 t f{ it r s � i .s d?t ss fs r� !i t j J,s..1 �it✓... -s cSti S,�i vI Span=27.0 it W 21.04 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.2840, L=1.780 k/ft, Tributary Width=1.0 It DESIGN SUMMARY + Maximum Bending Stress Ratio = 0.807: 1 Maximum Shear Stress Ratio= 0.196 1 Section used for this span W21 x44 Section used for this span W21 x44 Ma:Applied 192.092 k-ft Va:Applied 28.458 k Mn/Omega:Allowable 238.024 k-ft Vn/Omega:Allowable 144.90 k Load Combination +D+L Load Combination +D+L Location of maximum on span 13.500ft Location of maximum on span 0.000 It Span#where maximum occurs Span#1 Span#where maximum occurs Span#i Maximum Deflection Max Downward Transient Deflection 0.874 in Ratio= 370>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1,036 in Ratio= 313>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values _ Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 27.00 It 1 0.126 0.031 29.89 29.89 397.50 238.02 1.00 1.00 4.43 217.35 144.90 +D+L Dsgn.L= 27.00 ft 1 0.807 0.196 192.09 192.09 397.50 238.02 1.00 1.00 28.46 2117.35 144.90 +D+Lr Dsgn.L= 27.00 It 1 0.126 0.031 29.89 29.89 397.50 238.02 1.00 1.00 4.43 217.35 144,90 +D+S Dsgn.L= 27.00 ft 1 0.126 0.031 29.89 29.89 397.50 238,02 1.00 1.00 4.43 217.35 144.90 +0+0.750Lr+0.750L Dsgn.L= 27.00 ft 1 0.637 0.155 151.54 151.54 397.50 238.02 1.00 1.00 22.45 217.35 144.90 +D+0.750L+0.7505 Dsgn.L= 27.00 ft 1 0.637 0.155 151.54 151.54 397.60 238.02 1.00 1.00 22.45 217.35 144.90 +D+W Dsgn.L= 27.00 It 1 0.126 0.031 29.89 29.89 397.50 238.02 1.00 1.00 4.43 217.35 144.90 +D+0.70E Dsgn.L= 27.00 ft 1 0.126 0.031 29.89 29.89 397.50 238.02 1.00 1.00 4.43 217.35 144.90 4+03601-r+03501-4750W Dsgn.L= 27.00 It 1 0.637 0.155 151.54 151.54 397.60 238.02 1.00 1.00 22.45 217.35 144.90 +D+0.750L+0.750S+0.750W Dsgn.L= 27.00 ft 1 0.637 0.155 151.54 151.54 397.50 238.02 1.00 1.00 22.45 217.35 144,90 +D+0.750Lr+0.750L+0.5250E Dsgn.L= 27.00 ft 1 0.637 0.155 151.54 151.54 397.50 238.02 1.00 1.00 22.45 217.35 144.90 +0+0.750L+0.750S+0.5250E Dsgn.L= 27,00 ft 1 0.637 0.155 151.54 151.54 397.50 238.02 1.00 1.00 22.45 217.35 144.90 +0.60D+W K\ AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Protect ID: 16065 Since 1985 Project Descr: Pfinled:20 MAY 2016,10:33AM --- - - _ File=C:lUsers\CHOLLA-iWosktop\FIRSTA I.EC6 Steel 113ea111, ENERCALC,INC.1983-2616,BullcIA16.5.11,Vec6.16.5.11 f.rt Description: B2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax• Ma Max Mnx MnxfOmega Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 27.00 ft 1 0.075 0.018 17.93 17.93 397.60 238.02 1.00 1.00 2.66 217.35 144.90 +0.60D+0.70E Dsgn.L= 27.00 ft 1 0.075 0.018 17.93 17.93 397,50 238.02 1.00 1.00 2.66 217.35 144.90 Overall Maximum Deflections Load Combination Span Max.'-'Dail Location in Span Load Combination Max.'+'Dell Location In Span +D+L i 1.0358 13.577 0.0000 0,000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall M imum 28,458 28.458 Overall MINimum 2.657 2.657 D Only 4.428 4.428 +D+L 28.458 28.458 +D+Lr 4.428 4.428 +D+S 4.428 4.428 +D+0.750Lr+0.760L 22.451 22.451 +D+0.750L+0.7508 22,451 22.451 +D+W 4.428 4A28 +D+0,70E 4.428 4.428 +D+0.750Lr+0.750L+0.750W 22.451 22.451 +D+0.750L+0.750S+0.750W 22.451 22.451 +D+0.750Lr+0.750L+0.5250E 22.451 22,451 +D+0.750L+0.750S+0.5250E 22.451 22.451 +0.60D+W 2.657 2.657 +0.60D+0,70E 2.657 2.657 D Only 4.426 4.428 Lr Only L Only 24.030 2030 S Only W Only E Only H Only AHJ Structural Engineers,PC Project Title: 1st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20 MAY 2018 10:33AM File=C:\Users\CHOLLA-1)Desktop'FIRSTA-1.EC6 Steel Beam ENERCALC,INC.1983-2016,Build:6.16.5.11,Ver.6.16.5.11 (. 1 Description: 83 CODE REFERENCES Calculations per AISC 360-05, IBC 2009,ASCE 7-10 Load Combination Set:2006 IBC&ASCE 7-05 Material Properties _ Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.959)U1.79)S(0.7e) f Span=16.830 tt 0 W 10%25 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.9590, L=1.780, S=0,780 k/ft, Tributary Width=1.0 it DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.933: 1 Maximum Shear Stress Ratio= 0.347 : 1 Section used for this span W16x26 Section used for this span W16x26 Ma :Applied 102.855 k-ft Va:Applied 24.446 k i Mn/Omega:Allowable 110.279 k-ft Vn/Omega:Allowable 70.509 k Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span 8.415ft Location of maximum on span 0.000 ft Span It where maximum occurs Span If 1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0,369 in Ratio= 546>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.604 in Ratio= 335 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 16.83 ft 1 0,316 0.118 34.88 34.88 184.17 110.28 1.00 1.00 8.29 117.75 70.51 +D+L Dsgn.L= 16.83 it 1 0.888 0.330 97.90 97.90 184.17 110.28 1.00 1.00 23.27 117.75 70.51 +D+Lr Dsgn,L= 16.83 it 1 0.316 0,118 34.88 34.88 184.17 110.28 1.00 1.00 6.29 117.75 70.51 +D+S Dsgn.L= 16.83 It 1 0.567 0.211 62.49 62.49 184.17 110.28 1.00 1.00 14.85 117.75 70.51 +D+0.750Lr+0.750L Dsgn.L= 16.83 ft 1 0.745 0.277 82.14 82.14 184.17 110.28 1.00 1.00 19.52 117.75 70.51 +D+0.750L+0.750S Dsgn.L= 16.83 it 1 0.933 0.347 102.85 102.85 184.17 110.28 1.00 1.00 24.45 117.75 70.51 +D+W Dsgn.L= 16.83 it 1 0.316 0.118 34.88 34.88 184.17 110.28 1.00 1.00 8.29 117.75 70.61 +D+0.70E Dsgn.L= 16,83 ft 1 0.316 0.118 34.88 34.88 184.17 110.28 1.00 1.06 8.29 117.75 70,51 +D+0.750Lr+0.750L+0.750Ni Dsgn.L= 16.83 If 1 0,745 0.277 82.14 82.14 184,17 110.28 1.00 1.00 19.52 117.75 70.51 +D+0.750L+0.750S+0.75OW Dsgn.L= 16.83 ft 1 0.933 0.347 102.85 102.85 184.17 110.28 1.00 1.00 24.45 117.75 70.51 +D+0.750Lr+0.750L+0.5250E Dsgn.L= 16.83 It 1 0.745 0.277 82.14 82.14 184.17 110,28 1.00 1.00 19.52 117.75 70.51 +D+0.750L+0.750S+0,5250E Dsgn.L= 16.83 It 1 0.933 0.347 102.85 102.85 184.17 110.28 1.00 1.00 24.45 117.75 70.51 +0.60D+W IA3 AHJ Structural Engineers,PC Project Title: 1 st American Title Project ID: 16065 Engineer: CH Structural Consultants Project Dew: Since 1985 OilPrinted:20 MAY 2016,10:33MA - -" File=C:\Usars\CHOLIA-1\0esktopTIRSTA-1.EC8 ----- ENERGALC,INC.1983-2016,Bulld:6.1"0.5.11,Ver.6.16.5. Steel >3ealm Description: B3 Summary of Shear Values PAax Stress Ratios Summary of PAoment Values Load Combination Pn v Mmax+ Mmax- Ma Max Mnx P�tnxlOmega Cb Rm Va Max Vnx Vnx/Omega Segment Length Span# 20.93 184.17 110.28 1.00 1.00 4.97 117.7 75 0.51 Dsgn- L= 4.97 117.75 70.51 1683ft 1 0.190 0.071 20.93 +0.60D+0.70E 20.93 184.17 110.26 1.00 1.00 Dsgn.L= 16.83 It 1 0.190 0.071 20.93 overall h1aximum Deflections Max.'+'Deft Location In Span Load Combination Span Max. Deft Location in Span Load Combination 0.0000 0.000 1 0.6035 8.463 +D+0.750L+0.75CS+0.5250E Values in KIPS Support notation:Far left is#i Vertical Reactions Support 1 Support 2 Load Combination - 24.446 24.446 Overall MAXimum 4.973 4.973 Overall MINimum 8.289 8.289 D Only Onl 23.267 23.267 +D+Lr 8.289 8.289 14.852 14.852 +D+S +D+0.750Lr+0.750L 24.446 24.446 8 +D+0.750L+0.750S . +D+W 8.28899 .289 8.289 +D+0.70E 8.289 8.289 +D+0.75oLr+0.750L+0.750N1 1923 5 29.523 +D+0.750L+0,750S+0.750W . 446 +D+0.76ot-r+0.750L+0.5250E 2523 19.523 4. +D+0.750L+0.750S+0.5250E 4.446 446 4.973 +0.60DA 973 +0.60D+0.70E 4,973 4.973 D Only 8.289 8.289 Lr Only 14.979 14.979 L Only 6.564 6.564 5 Only W Only E Only H Only AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH_ Project ID: 16065 Since 1985 Project Descr. Printed:20 MAY2018,t0;33AM Steel Beam File=C:1Users\CHOLtA-lTesktoplFIRSTA-1.EC6 ENERCALC,INC..1983.2016,Build:6.16.5.11,Ver.6.16.5.11 1.01 Description: B4 CODE REFERENCES Calculations perAISC 360-05,IBC 2009,ASCE 7-10 Load Combination Set:2006 IBC&ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0,67 S 0.78 0.67 S 0.7 + ♦ . ♦ (2.73) D(1.87)IS(2.73) 1)0.284 L 1.78 M i r Span=25.0 It W21x44 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0,2840, L=1.780 k/ft, Tributary Width=1.0 It Point Load: D=1.970, S=2.730 k @ 5.0 ft Point Load: D=1.970, S=2.730 k @ 11.0 It Uniform Load: D=0,670, S=0.780 k/ft,Extent=0.0-->>5.0 it, Tributary Width=1.0 it Uniform Load: D=0,670, S=0.780 k/ft,Extent=11.0-->>25.0 It, Tributary Width=1.0 it DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.966: 1 Maximum Shear Stress Ratio= 0.254 : 1 Section used for this span W21 x44 Section used for this span W21 x44 Ma :Applied 229.993 k-ft Va:Applied 36,818 k Mn/Omega:Allowable 238.024 k-ft Vn/Omega:Allowable 144.90 k Load Combination +D+0.750L+0.750S Load Combination +0+0.750L+0.750S Location of maximum on span 12.429ft Location of maximum on span 0.000 It Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0,643 in Ratio= 466>=360 Max Upward Transient Deflection 0,000 in Ratio= 0<360 Max Downward Total Deflection 1.056 in Ratio= 284>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn,L= 25.00 It 1 0.326 0.086 77.65 77.65 397.50 238.02 1.00 1.00 12.45 217.35 144.90 +D+L Dsgn.L= 25.00 it 1 0.910 0.239 216.71 216.71 397.50 238.02 1.00 1.00 34.70 217.35 144.90 +D+Lr Dsgn,L= 25.00 ft 1 0.326 0.086 77.65 77.65 397.50 238.02 1.00 1.00 12.45 217.35 144.90 +D+S Dsgn,L= 25.00 it 1 0.595 0.157 141.72 141.72 397.50 238.02 1.00 1.00 22.70 217.35 144.90 +D+0.750Lr+0.750L Dsgn,L= 25.00 ft 1 0.764 0,201 181.95 181.95 397.50 238.02 1.00 1.00 29.14 217.35 144.90 +D+0.750L+0.750S Dsgn.L= 25.00 h 1 0.966 0.254 229.99 229.99 397.50 238.02 1,00 1.00 36.82 217.35 144.90 +D+W Dsgn.L= 25,00 It 1 0.326 0.086 77.65 77.65 397.50 238.02 1.00 1.00 12.45 217.35 144.90 +D+0.70E Dsgn.L= 25.00 it 1 0,326 0.086 77.65 77.65 397.50 238.02 1.00 1.00 12.45 217.35 144.90 +0+0.750Lr+0,750L+0,750'N Dsgn.L= 25.00 it 1 0.764 0.201 181.95 181.95 397.50 238.02 1.00 1.00 29.14 217.35 144.90 +D+0.750L+0.754S+0,750W Dsgn.L= 25,00 ft 1 0.966 0.254 229,99 229.99 397.50 238.02 1.00 1.00 36.82 217.35 144.90 +D+0.750Lr+0.750L+0.5250E �L� AHJ Structural Engineers,PC Project Title: 1 st American Title Project ID: 16065 Structural Consultants Engineer: CH Since 1985 Project Descr: Printed:20 FMY 2016,10:93AM _- -- File=C:1Users\CHOLLA-11DesktopFIRSTA-1.EC6 Steel Beare F.NERCALC,INC.1983-2016,Build:6.16.5.11,VeC6.16.5.11 Description: B4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span 9 M V Mmax+ Mmax- Ma Max Mnx M;Tomega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 26.001t 1 0.764 0.201 181.95 181.95 397,50 238.02 1.00 1.00 29.14 217.35 144.90 +D+0,750L+0.750S+0.5250E Dsgn.L= 25.00 it 1 0.966 0.254 229.99 229.99 397,50 238.02 1.00 1.00 36.82 217.35 144.90 +0.60D+W Dsgn.L= 25.00 It 1 0.196 0.052 46.59 46.59 397.50 238.02 1.00 1.00 7.47 217.35 144.90 +0.60D+0.70E Dsgn.L= 25.00 it 1 0.196 0.052 46.59 46.59 397.50 238.02 1,00 1.00 7.47 217.35 144.90 Overall Maximum Deflections Load Combination Span Max.''Defl Location in Span Load Combination Max."+'Deli Location in Span +D+0.750L+0.7505+0.5250E 1 1.0565 12,571 0.0000 0.000 Vertical Reactions Support notation:Far left is✓I Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 36.818 36.637 Overall MINimum 7.452 7.470 D Only 12.421 12.449 +D+L 34.671 34.699 +D+Lr 12.421 12.449 +D+S 22.701 22.449 +D+0.750Lr+0.750L 29.108 29.137 +D+0.750L+0.750S 36.818 36.637 +D+W 12,421 12.449 +D+0.70E 12,421 12.449 +D+0.750Lr+0,750L+0.750W 29.108 29.137 +D+0.750L+0.750S+0.750W 36,818 36.637 +D+0.750Lr+0.750L+0.5250E 29.108 29.137 +D+0,750L+0.750S+0.5250E 36.818 36.637 +0.60D+W 7.452 7.470 +0.600+0.70E 7,452 7.470 D Only 12.421 12.449 Lr Only L Only 22.250 22.250 S Only 10.280 10.000 W Only E Only H Only -u� rip ii 1XV,ra 9 ALt- II I Z� F j T7irc. e3, -j Z Z"X1 4 L 1 1 L 4 It "IV IT _;. ,_; , i. 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AHJ N SHEET NO. 1 yj Cos GOV DATE: PROJECT BY: C14 Nagai, AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS AHJ Structural Engineers,PC Project Title: 1st American Title Structural Consultants Engineer: ' CH Project ID: 16065 Since 1985 Project Descr: Printed:20 MAY 2016.10:3341 File=o C:lllSeis\CHOLLA-11DesktoplFIRSTA-.l.EC16 ivi Uiti �e p .Slm ie Beam , ENERCALC;INC.1 201 983- 6,Buildc6.A6.5.11,Ver.6.16.5.1 :: _. ,. . . .: Description : Basement Headers _ Wood Beam Design BH1,B1-12, BH3 Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 3-202,Sawn, Fully Unbraced Using Allowable Stress Design with Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prli 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 pcf Fb-Compr 900.0 psi Fc-Perp 625,0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.2840, L=1.780 Wit,Trib=1.0 It Design SummafV Dro 2ea0)1-0.7e0) Max fb/Fb Ratio = 0.739; 1 fb:Actual: 663.99 psi at 2.250 It in Span#1 Fb:Allowable: 898.19 psi fi Load Comb: +D+L+H Max fv/FvRatio= 0.451: 1 fv:Actual: 81.15 psi at 0,000 ft in Span#1 Fv:Allowable: 180.00 psi a,e°"'aax,z Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.019 in Downward Total 0.017 in Left Support 0.66 4.01 Upward L+Lr+S 0,000 in Upward Total 0.000 in Right Support 0.66 4.01 Live Load Defl Ratio 2794>360 Total Defl Ratio 3195>240 Wood Beam Design : BH4 Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 3-1.75x9.5,Microllam LVL, Fully Unbraced Using Allowable Stress Design with Load Combinations,Major Axis Bending Wood Species: Trus Joist Wood Grade: Microl-am LVL 1.9 E Fb-Tension 2600.0 psi. Fc-Prll 2,510.0 psi Fv 285.0 psi Ebend-xx 1,900.0 ksi Density 42.0 pcf Fb-Compr 2:600.0 psi Fc-Perp 750.0 psi Ft 1,555.0 psi Eminbend-xx 965.71 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.2840, L=1.780 Wft,Trib=1.0 ft Design Summary Df0284011l1.7801 Max fb/Fb Ratio = 0.897. 1rN- IN--l- .fb:Actual: 2322.66 psf at 3.835 ft (n Span#1 �"° �. �'Fb:Allowable: 2:590.12 psi .a Load Comb: +D+L+H Max fv/FvRatio= 0.673: 1 fv:Actual: 191.79 psi at 0,000 ft in Span#1 Fv:Allowable: 285.00 psi �.s�o It,3.1.75x9.5 Load Comb: +D+L+H lax Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.196 in Downward Total 0.171 in Left Support 1.14 6.83 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.14 6.83 Live Load Defl Ratio 470>360 Total Deft Ratio 537>240 Wood Beam Design BH5 Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size : 2-2x10 Sawn, Fully Unbraced Using Allowable Stress Design with Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 kst Density 31.20 pcf Fb-Compr 900.0 psi Fe-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.1430, L=0.8910 Will,Trib=1.0 It Design Summary - 0(o.,430)Uo.e910) Max fb/Fb Ratio = 0.925; 1 fb:Actual: 911.63 psi at 2.500 ft in Span#1 ° Fb:Allowable: 985.29 psi Load Comb: +D+L+H Max fv/FvRatio= 0.541: 1 fv:Actual: 97,44 psi at 4.233 It in Span#1 Fv:Allowable: 180.00 psi 5.0 fl,2.2zie Load Comb: +D+L+H ax De ections Max Reactions (k) 2 S Lr S Nl E H Downward L+Lr+S 0.040 in Downward Total 0.035 In Left Support 0.37 2.23 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.37 2.23 Live Load Defl Ratio 1507>360 Total Dell Ratio 1722>240 AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: cow) Printed:20 MAY 2016,10:33APA [Multiple Slm le Beam- File=C:\Users\CHOLLA-1\DeskloplfIRSTA-I.EC6 p,,.; ENERCALC,INC.1983.2016,Build;6.16.5.11,Ver:6.16.5.11, Lilc�#:KW-060011594 Licensee,ahi engineers,p.c. Wood Beam Design : BH1, BH2, BH3 Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 2-200,Sawn, Fully Unbraced Using Allowable Stress Design with Load Combinations,Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pril 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.2840, L=1.780 k/ft,Trib=1,0 ft Design Summary o 0.2 M10 Max fb/Fb Ratio = U01 Za, g: fb:Actual: 889.09 psf at 1.750 ft in Span#1 , Fb:Allowable: 986.79 psi ~ Load Comb: +D+L+H Max fv/FvRatio= 0.609: 1 fv:Actual: 109.65 psi at 2.730 ft in Span It 1 Fv:Allowable: 180.00 psi 3.60 ft.2-&10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.019 in Downward Total 0.017 in Left Support 0.51 3.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 3.12 Live Load Defl Ratio 2200>360 Total Defl Ratio 2523>240 Wood Beam Design : Basement Headers Calculations per NDS 2005,IBC 2009,CBC 2010,ASQE 7-10 BEAM Size: 3-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fe-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 pcf Fb-Compr 900.0 psi Fe-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.2840, L=1.780 Wit,Trib=1,0 ft Design Summary - D(O.2e40)L,.M Max fb/Fb Ratio = 1.000; 1 - _ fb:Actual: - 1,350.15 psi at 1,000 ft in Span#1g " Fb:Allowable: 1,350.00 psi Load Comb: +D+L+H Max fv/FvRatio= 0.780: 1 fv:Actual: 140.45 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 2.0 ft,3.2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr D N! E 13 Downward L+Lr+S 0.025 in Downward Total 0.022 in Left Support 0.29 1.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 1.78 Live Load Defl Ratio 958 >360 Total Defl Ratio 1100>240 AHJ Structural Engineers,PC Project Title: 1 st American Title Project ID: 16065 Structural Consultants Engineer: CH Since 1985 Project Descr: Printed:20 MAY 2016,10:33AM ----- File=C:lUsers\CHOLLA-11DeskloplFIRSTA-1.EC8 W o Od,COI ra m n EPIERCALC,INC.t983-2016,BuIId:6.16.5.11,Ver.6.18.5.11 1.r1 Description: Basement Trimmer for worst case headers Code References Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used :2006 IBC&ASIDE 7-05 General Information -- - - Analysis Method: Allowable Stress Design Woo Grad ion a me Graded Lumber Fixities Top& Bottom Pinned Wood Overall Column Height 7.0 ft wood Member Type Sawn (Used for non-slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Of or Cv for Bending 1.30 Wood Grade No.2 Area 8,250 W12 Cf or Cv for Compression 1.10 Fb-Tension 850.0 psi Fv 150.0 psi Ix 20.797 lnA4 Of or Cv for Tension 1.30 Fb-Compr 850.0 psi Ft 525.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1,300.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor i.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 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=7.0 ft.K=1.0 Applied Loads _ Service loads entered.Load Factors will be applied for calculations. Column self weight included:11.109 Ibs'Dead Load Factor AXIAL LOADS.. . Axial Load at 7.0 ft,D=1.140,L=6.830 k DESIGN SUMMARY _ Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9152:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along`f Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' 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 0.0 in at ft above base Applied Axial 7.981 k for load combination: Applied Mx 0.0 k-ft Along X-X in at ft above base Applied My 0.0 k-ft for load combination: Fc:Allowable 1,057.06 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E Location of max.above base 7.0 ft Applied Design Shear 0.0 psi Allowable Shear 150.0 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 Maximum Reactions Note:Only nonzero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination 0 Base 9 Top @ Base 0 Top 0 Base Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: 0 ANN Printed:20 MAY 2016,10:33AM File=C;lUsers\CHOLL4-1\DasSdop\MRSTA-I.EC6 [Wood Column ENERCA.LC,INC.1983.2016,Build:6.16.5.11,Ver 6.16.5,1I ItrMINN *1 It Description: Basement Trimmer for worst case headers Sketches Y 7.970% F iX " Lq II DI i^-1 Z 2X6 1.60 In Loads are total entered value.Arrows do not reflect absolute direction. AHJ Structural Engineers,PC Project Title: 1 st American Title EM Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: .00111111 AFM AMIJI- ffffpl I%%I Printed;20 MAY 2016,10:33A'd GOt1CPQt@ Beam File ' ENERCALC,INC.1983.2016,Buiid:6.16.5.11,Vei:6,16.5.11 Description: CHI CODE REFERENCES Calculations per ACI 318-08, IBC 2009,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties f'c 1l2 = 2.50 ksi Phi Values Flexure: 0.90 fr= f'c ' 7.50 - 375.0psi Shear: 0.750 r'. Y Density _ 145.0 pcf of = 0.850 i X LtWt Factor = 1.0 ' Elastic Modulus = 2,850.0 ksi Fy-Stirrups 40.0 ksi o E-Stirrups = 29,000.0 ksi i fy-Main Rebar = 60.0 ksi Stirrup Bar Size# 3 ; o • E Main Rebar = 29,000.0 ksi I Number of Resisting Legs Per Stirrup= 2 y 8 in D(0.523)L 0.954 5 0.365 Fwx10"h I Span=4.0 n Cross Section &Reinforcing Details Rectangular Section, Width=8.0 in, Height=10.0 in Span#1 Reinforcing.... 2445 at 3.0 in from Bottom,from 0.0 to 4.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.5230, L=0,9640. S=0.3650 klft, Tributary Width=1.0 it DESIGN SUMMARY _ Maximum Bending Stress Ratio = 0.286 : 1 _ Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.003 in Ratio= 16429>=36 Mu:Applied 4.705 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn`Phi:Allowable 16.477 k-ft Max Downward Total Deflection 0.005 in Ratio= 10421>=18 Location of maximum on span 2.004 it Max Upward Total Deflection 0.000 in Ratio= 999<180 Span#where maximum occurs Span#1 Vertical Reactions Support notation:Far left is 91 Load Combination Support 1 Support 2 Overall MAXimum 3.039 3.039 Overall MIN!mum 0.628 0.628 +D+H 1.046 1.046 +D+L+H 2.974 2.974 +D+Lr+H 1.046 1.046 +D+S+H 1.776 1.776 +0+0.750Lr+0.750L+H 2.492 2.492 +D+0.750L+0.750S+H 3.039 3.039 +D+0.60W+H 1.046 1.046 +D+0.70E+H 1.046 1.046 +D+0.750Lr+0.750L+0.450W+H 2.492 2.492 +D+0.750L+0.750S+0.450W+H 3.039 3.039 +D+0.750L+0.750S+0.5250E+H 3.039 3.039 +0.60D+0.60V11+0.60H 0,628 0.628 S2, AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20 MAY 2016,10:33PM Concrete Beam File=C:\Users\CHOLLA-11Desktop\FIRSTA-1.EC6 ENERCALC,INC.1983.2016,Build:6.16.5.11,Ver.6.16.5.11 r.rr Description: CH1 Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 +0.60 +0.70E+0.60H 0,628 0.628 D Only 1.046 1.046 Lr Only L Only 1.928 1.928 S Only 0.730 0.730 W Only E Only H Only Shear Stirrup Requirements Entire Beam Span Length:PhiVc/2<Vu<=PhiVo, Req'd Vs=Ht<=10%Not Reqd, use stirrups spaced at 0.000In Maximum Forces &Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k•ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio MAXtmum BENDING Envelope Span#1 1 4.000 4.70 16.48 0.29 +1.400+1.60H Span N 1 1 4.000 1,46 16.48 0.09 +1.20D+0.50Lr+1.601-+1.601-1 Span N 1 1 4.000 4.34 16.48 0.26 +1.20D+1.60L+0.50S+1.60H Span q 1 1 4.000 4.70 16.48 0.29 +1.20D+1.60Lr+0.50L+1.60H Span#1 1 4.000 2.22 16.48 0.13 +1.20D+1.60Lr+0.50W+1.60H Span#1 1 4.000 1.26 16.48 0.08 +1.20D+0.50L+1.60S+1.60H Span#1 1 4.000 3.39 16.48 0.21 +1.20D+1.60S+0.50W+1.60H Span#1 1 4,000 2.42 16.48 0.15 +1.20D+0.50Lr+0.50L+W+1.60H Span#1 1 4.000 2.22 16.48 0.13 +1.20D+0.50L+0.50S+W+1.60H Span#1 1 4.000 2.58 16.48 0.16 +1.20D+0.50L+020 S+E+1.60 H Span#1 1 4.000 2.37 16.48 0.14 +0.90D+W+0.90H Span#1 1 4.000 0.94 16,48 0.06 +0.90D+E+0.90H Span#1 1 4.000 0.94 16.48 0.06 Overall MaximLlm Deflections Load Combination Span Max.""Defl Location in Span Load Combination falax.'+'Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0046 2.000 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (h) (in) Actual Design (0) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60 1 0.00 7.00 4.70 4.70 0.00 1.00 5.15 PhiVc/2<Vu<= Ht<=10%N 5.2 0.0 0.0 +1.20D+1.601.+0.508+1.601-1 1 0.01 7.00 4.69 4.69 0.03 1.00 5,15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1,20D+1.601-+0.505+1.601-1 1 0.01 7.00 4.67 4.67 0.07 1,00 5.15 PhiVc/2<Vu<= Ht<=10%N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.02 7.00 4.65 4.65 0.10 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.03 7.00 4.64 4.64 0.14 1.00 5,15 PhNcl2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.04 7.00 4.62 4.62 0.17 1.00 5,15 PhIVc/2<Vu<= HI<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.04 7.00 4,60 4.60 0.20 1.00 5.15 Ph!Vc/2<Vu<= Ht<=10%N 5.2 0.0 0.0 +1.200+1.60L+0,50S+1.60H 1 0.06 7.00 4.59 4.59 0.24 1.00 5,15 PhiVc/2<Vu<= Ht<=10*,N 6.2 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 0.06 7.00 4.57 4.57 0.27 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 0.07 7.00 4.55 4.55 0.30 1.00 5.15 PhiVc12<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.07 7.00 4.53 4.53 0.34 1.00 5A 5 PhiVc/2<Vu<= Ht<=10%N 5.2 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 0.08 7.00 4.52 4.52 0.37 1.00 6m PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 0.09 7.00 4.50 4.50 0.40 1.00 5,15 PhtUc/2<Vu<= Ht<=10*,N 5.2 0.0 0.0 +1.20D+1.60L+0.503+1.60H 1 0.09 7.00 4.48 4.48 0.44 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 S3 AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants En ineer: CH Project ID: 16065 Since 1985 Pro Descr: Printed:20 MAY 2016,10:33AN1 File=C:1Users\CHOLLA-11DesktopTIRSTA-I.EC6 IIII Concrete Beam ENERCALC,INO.1983-2016,Build:6.16.5.11,Ver.6.16.6.11 Description: CH I Detailed Shear Information _ Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vo Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (It) (in) Actual Design (k•ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50 + .60H 1 0.10 7.00 4.47 4.47 0.47 1.00 6.15 PhiVa/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1,20D+1.60L+0.60S+1.60H 1 0.11 7.00 4.45 4.45 0.50 1.00 6.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.200+1.60L+0.508+1.60H 1 0.12 7.00 4.43 4.43 0.53 1.00 5.15 PhiVc/2<Vu<= Hl<=10',N 5.2 0.0 0.0 +1.200.0.601-+050S+1.60H 1 0.12 7.00 4.41 4.41 0.56 1.00 5.15 PhiVc/2<Vu<= Ht<=10 N 5.2 0.0 0.0 +1.20D+1.60L+0,50S+1.60H I 0.13 7.00 4.40 4.40 0.60 1.00 5.15 PhiVol2<Vu<= Ht<=10",N 5,2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.14 7.00 4.38 4.38 0.63 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1,60L40,50S+1.60H 1 0.16 7.00 4.36 4.36 0.66 1.00 5,15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 0.15 7.00 4.35 4.35 0.69 1.00 5.16 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.16 7.00 4.33 4.33 0.72 1.00 5.15 PhiVcl2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.17 7.00 4.31 4.31 0.76 1.00 6.15 Phi*12<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.17 7.00 4.29 4.29 0.79 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 0.18 7.00 4.28 4.28 0.82 1.00 5,15 PhiVc/2<Vu<= Ht<=10%N 5.2 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 0.19 7.00 4.26 4.26 0.85 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0,508+1.60H 1 0.20 7.00 4.24 4.24 0.88 1.00 5.15 PhIVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.20 7.00 4.23 4.23 0.91 1.00 5,15 PhiVcl2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.21 7.00 4.21 4.21 0.94 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.22 7.00 4.19 4.19 0.97 1.00 5,15 PhiVc/2<Vu<= Ht<=10',N 6.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.23 7.00 4.17 4.17 1.00 1.00 5.15 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0,508+1.60H 1 0.23 7.00 4.16 4.16 1.03 1.00 5.15 PhlVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0,505+1.60H 1 0.24 7.00 4.14 4.14 1.06 1.00 5.16 PhlVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.25 7.00 4.12 4.12 1.09 1.00 5.15 PhiVd2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.26 7.00 4.11 4.11 1.12 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.26 7.00 4.09 4.09 1.15 1.00 5.15 PhiVd2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 0.27 7.00 4.07 4.07 1.18 1.00 5.15 PhiVd2<Vu<= Ht<=10%N 5.2 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 0.28 7.00 4.05 4.05 1.21 1.00 5.15 PhiVc/2<Vu<= Htr_10",N 5.2 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 0.28 7.00 4.04 4.04 1.24 1.00 5.15 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.608+1.60H 1 029 7.00 4.02 4.02 1.27 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.30 7.00 4.00 4.00 1.30 1.00 5.15 PhiVd2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 0.31 7.00 3.99 3.99 1.33 1.00 6.15 PhiVo/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 0.31 7.00 3.97 3.97 1.36 1.00 5.15 PhiVc/2<Vu<= Ht<=10 N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.32 7.00 3.95 3.95 1.39 1.00 5,16 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.33 7.00 3.93 3.93 1.42 1.00 5,15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.34 7.00 3.92 3.92 1.44 1.00 5.15 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.34 7.00 3.90 3.90 1.47 1.00 5.15 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 0.35 7.00 3.88 3.88 1.50 1.00 5.16 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.36 7.00 3.87 3.87 1.53 1.00 5,15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 0.36 7.00 3.85 3.85 1.56 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.503+1.60H 1 0.37 7.00 3.83 3.83 1.59 1.00 5,15 PhIVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 0.38 7.00 3.81 3.81 1,61 1.00 6,16 PhiVc/2<Vu<= Ht<=10',N 6.2 0.0 0.0 +1.20D+1.60L+0.503+1.60H 1 0.39 7.00 3.80 3,80 1.64 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.200+1.60L40.50S+1.60H 1 0.39 7.00 3.78 3.78 1.67 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.40 7.00 3.76 3.76 1.70 1.00 6.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.41 7.00 3.76 3.75 1.72 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 6.2 0.0 0.0 +1.20D+1.60L40.503+1.60H 1 0.42 7.00 3.73 3.73 1.75 1.00 5.15 PhiVe/2<Vu<= Ht<=10',N 6.2 0.0 0.0 +1.20D+1.60L40.50$+1.60H 1 0.42 7.00 3.71 3.71 1.78 1.00 5.15 PhlVc/2<Vu<= Ht<=10',N 52 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.43 7.00 3.69 3.69 1.81 1.00 6.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.44 7.00 3.68 3.68 1.83 1.00 5.15 PHVd2<Vu<= Ht<=10",N 6.2 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 0.44 7.00 3.66 3.66 1.86 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 6.2 0.0 0.0 +1,20D+1.60L40.50S+1.60H 1 0.45 7.00 3.64 3.64 1.89 1.00 5.15 PhiVd2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.200+I.60L40.50S+1.60H 1 0.46 7.00 3.63 3.63 1.91 1.00 5,15 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.47 7.00 3.61 3.61 1.94 1.00 6,15 PhIVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.47 7.00 3.59 3.59 1.96 1.00 5,15 PhiVc/2<Vu<= Ht<=10",N 6.2 0.0 0.0 +120D+1.60L40.505+1.60H 1 0.48 7.00 3.57 3.57 1.99 1.00 5,15 PhiVo/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +120D+1.60L+0.508+1.60H 1 0.49 7.00 3.66 3.66 2.02 1.00 5.15 PhIVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 SLI Will AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20 MAY 2016,10:33AM Concrete Beam File=C:\Users\CHOLLA-11Desktep\FIRSTA»i.EC6 ENERCALC,INC,1963-2016,Bulld:6.16.5.11,VeC6.16.5.11 r.rr Description: CHI Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (kft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.50S+1.60H 1 0.50 7.00 3.54 3.54 2.04 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.50 7.00 3.52 3.52 2.07 0.99 5.14 PhiVc/2<Vu<= Ht<=10',N 5.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.51 7.00 3.51 3.51 2.09 0.98 5.13 PhiVc/2<Vu<= Ht<=10%N 5.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.62 7.00 3A9 3.49 2A 2 0.96 5.11 PhiVc/2<Vu<= Ht<=10",N 5.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.52 7.00 3.47 3.47 2.14 0.94 5.09 PhiVc/2<Vu<= Ht<=l0",N 5.1 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 0.53 7.00 3.45 3.45 2.17 0.93 5,07 PhiVc/2<Vu<= Ht<=10',N 5.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.54 7.00 3.44 3.44 2.19 0.91 5,05 PhiVc/2<Vu<= Ht<=10',N 5.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.55 7.00 3.42 3.42 2.22 0.90 5.03 PhIVc/2<Vu<= Ht<=10',N 5.0 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 0.55 7.00 3.40 3,40 2.24 0.88 5.02 PhiVc/2<Vu<= Ht<=10',N 5.0 0.0 0.0 +1.20D+1.60L+0,508+1.60H 1 0.56 7.00 3.39 3.39 2.27 0.87 6.00 PhiVc/2<Vu<= Ht<=10',N 5.0 0.0 0.0 +1.20D+l.60L+0,50S+1.60H 1 0.57 7.00 3.37 3.37 2.29 0.86 4.99 PhiVc/2<Vu<= Ht<=10%N 5.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.58 7.00 3.35 3.35 2.32 0.84 4.97 PhiVc/2<Vu<= Ht<=10%N 6.0 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 0.58 7.00 3.33 3.33 2.34 0.83 4.95 PhilJc/2<Vu<= Ht<=10',N 5.0 0.0 0.0 +1.20D+1.601-+0.508+1.60H 1 0.59 7.00 3.32 3.32 2.37 0.82 4,94 PhiVc/2<Vu<= Ht<=10',N 4.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.60 7.00 3.30 3.30 2.39 0.80 4.93 PhiVc/2<Vu<= Ht<=10',N 4.9 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 0.60 7.00 3.28 3.28 2.42 0.79 4.91 PhiVc/2<Vu<= Ht<=10',N 4.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.61 7.00 3.27 3.27 2.44 0.78 4.90 PhiVc/2<Vu<= Ht<=10',N 4.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.62 7.00 3.25 3.25 2.46 0.77 4,88 PhiVc/2<Vu<= Ht<=10',N 4.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.63 7.00 3.23 3.23 2.49 0.76 4,87 PhiVc/2<Vu<= Ht<=10',N 4.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.63 7,00 3.21 3.21 2.51 0.75 4,86 PhiVc/2<Vu<= Ht<=10',N 4.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.64 7.00 3.20 3.20 2.53 0.74 4.85 PhiVc/2<Vu<= Ht<=10',N 4.8 0.0 0,0 +1.20D+1.60L+0.50S+1.60H 1 0.65 7.00 3.18 3.18 2.56 0.73 4,83 PhiVc/2<Vu<= Ht<=10',N 4.8 010 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.66 7.00 3.16 3.16 2.58 0.72 4.82 PhiVc/2<Vu<= Ht<=10',N 4.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.66 7.00 3.15 3.15 2.60 0.70 4.81 PhiVc/2<Vu<= Ht<=10%N 4.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.67 7.00 3.13 3.13 2.63 0.70 4.80 PhiVc/2<Vu<= Ht<=10',N 4.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.68 7.00 3.11 3,11 2.65 0.69 4.79 PhiVc/2<Vu<= Ht<=10',N 4.8 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 0.68 7.00 3,09 3.09 2.67 0.68 4,78 PhiVc/2<Vu<= Ht<=10',N 4.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.69 7.00 3.08 3.08 2.69 0.67 4.76 PhiVc/2<Vu<= Ht<=10",N 4.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.70 7.00 3.06 3.06 2.72 0.66 4.75 PhiVc/2<Vu<= Ht<=10',N 4.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.71 7.00 3.04 3.04 2.74 0.65 4.74 PhiVc/2<Vu<= Ht<=10',N 4.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.71 7.00 3.03 3.03 2.76 0.64 4,73 PhiVc/2<Vu<= Ht<=10%N 4.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.72 7.00 3.01 3.01 2.78 0.63 4,72 PhiVc/2<Vu<= Ht<=10',N 4.7 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 0.73 7.00 2.99 2.99 2.80 0.62 4.71 PhiVc12<Vu<= Ht<=10",N 4.7 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.74 7.00 2.97 2.97 2.83 0.61 4.70 PhiVc/2<Vu<= Ht<=10',N 4.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.74 7.00 2.96 2.96 2.85 0.61 4.69 PhiVc/2<Vu<= Ht<=19%N 4.7 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 0.75 7.00 2.94 2.94 2.87 0.60 4.68 PhiVc/2<Vu<= Ht<=10',N 4.7 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 0.76 7.00 2.92 2.92 2.89 0.59 4.68 Ph1Vc/2<Vu<= Ht<=10%N 4.7 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 0.77 7.00 2.91 2.91 2.91 0.68 4.67 PhiVc/2<Vu<= Ht<=10',N 4.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.77 7.00 2.89 2.89 2.93 0.57 4,66 PhiVc/2<Vu<= Ht<=10",N 4.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.78 7.00 2.87 2.87 2.95 0.57 4.65 PhiVc/2<Vu<= Ht<=10',N 4.6 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 0.79 7.00 2.85 2.85 2.97 0.56 4.64 PhiVc/2<Vu<= Ht<=10',N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.79 7.00 2.84 2.84 2.99 0.55 4.63 PhiVc/2<Vu<= Ht<=10',N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.80 7.00 2.82 2.82 3.02 0.55 4.62 PhiVc/2<Vu<= Ht<=10",N 4.6 0.0 0.0 +1.20D+1,60L+0.508+1.60H 1 0.81 7.00 2.80 2.80 3.04 0.54 4,62 PhiVc/2<Vu<= Ht<=10',N 4.6 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 0.82 7.00 2.79 2.79 3.06 0.53 4.61 PhiVc/2<Vu<= Ht<=10`,N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.82 7.00 2.77 2.77 3.08 0.52 4.60 PhiVc/2<Vu<= Ht<=10',N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.83 7,00 2.75 2.75 3.10 0.52 4.59 PhiVc/2<Vu<= Ht<=10",N 4.6 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 0.84 7.00 2.73 2.73 3.12 0.51 4.58 PhiVc/2<Vu<= Ht<=10',N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.65 7.00 2.72 2.72 3.14 0.51 4.58 PhiVc/2<Vu<= Ht<=10',N 4.6 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.85 7.00 2.70 2.70 3.16 0.50 4.57 PhiVc/2<Vu<= Ht<=10",N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 0.86 7.00 2.68 2.68 3.18 0.49 4,56 PhiVc/2<Vu<= Ht<=10',N 4.6 0,0 0.0 +1.20D+1.60L+0,50S+1.60H 1 0.87 7.00 2.67 2.67 3.20 0.49 4.56 PhiVe/2<Vu<= Ht<=10",N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.87 7.00 2.65 2.65 3.21 0.48 4.55 PhiVc/2<Vu<= Ht<=10',N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.88 7.00 2.63 2.63 3.23 0.47 4.54 PhiVc/2<Vu<= Ht<=10',N 4.5 0.0 0.0 AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 0011%%I Since 1985 Project Descr: Printed:20 MAY 2010,10:33kW Concrete Beam File=C:lUsersiCHOL1A-11DesktopTIRSTAAEC6 EPIERCA C,I W.1983-2016,Bulld:o".16.5.11,Vec6.16.5.11 r.rr Description: CH Detailed Shear Information Span Distance 'd' Vu N Mu d'Vu/Mu Phi'Vc Comment Pht'Vs Pht"Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60 +0.50S+1.60H 1 0.89 7.00 2.61 2.61 3.25 0.47 4.53 PhiVc/2<Vu<= Ht<=10",N 4.5 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 0.90 7.00 2.60 2.60 3.27 0.46 4.53 PhiVc/2<Vu<= Ht<=10",N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.90 7.00 2.58 2.58 3.29 0.46 4.52 PhiVc/2<Vu<= Ht<=i0",N 4.5 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 0.91 7.00 2.56 2.56 3.31 0.45 4.52 PhiVcl2<Vu<= Ht<=10",N 4.5 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 0.92 7.00 2.55 2.55 3.33 0.45 4,51 PhtVc/2<Vu<= Ht<=10',N 4.5 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 0.93 7.00 2.53 2.53 3.35 0.44 4,50 PhiVc/2<Vu<= Ht<=10",N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.93 7.00 2.61 2.51 3.36 0.44 4.50 PhiVc/2<Vu<= Ht<=10',N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.94 7.00 2.49 2.49 3.38 0.43 4.49 PhiVc/2<Vu<= Ht<=10',N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H j 0.95 7.00 2.48 2.48 3.40 0.42 4.48 PhiVc/2<Vu<= Ht<=10",N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0,95 7.00 2.46 2.46 3.42 0.42 4.48 PhiVc/2<Vu<= Ht<=10",N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0;96 7.00 2.44 2.44 3.44 0.41 4.47 PhiVc/2<Vu<= Ht<=10 N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.97 7.00 2.43 2.43 3.45 0.41 4.47 Phi*/2<Vu<= Ht<=10",N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.98 7.00 2.41 2.41 3.47 0.40 4.46 PhiVc/2<Vu<= Ht<=10",N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.98 7.00 2.39 2.39 3.49 0.40 4.45 PhiVc/2<Vu<= Ht<=10",N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.99 7.00 2.37 2.37 3.51 0.39 4.45 PhiVc/2<Vu<= Ht<=10%N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.00 7.00 2.36 2.36 3.52 0.39 4.44 PhiVc/2<Vu<= Ht<=10',N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.01 7.00 2.34 2.34 3.54 0.39 4.44 PhtVc/2<Vu<= Ht<=10',N 4.4 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 1.01 7.00 2.32 2.32 3.56 0.38 4.43 PhiVc/2<Vu<= Ht<=10 N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.02 7.00 2.31 2.31 3.58 0.38 4,43 PhiVc/2<Vu<= Ht<=10',N 4.4 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 1.03 7.00 2.29 2.29 3.59 0.37 4A2 PhiVc/2<Vu<= Ht<=10',N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.03 7.00 2.27 2.27 3.61 0.37 4.42 Ph1Vc/2<Vu<= Ht<=10',N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.04 7.00 2.25 2.25 3.63 0.36 4.41 PhiVc/2<Vu<= Ht<=10",N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.05 7.00 2.24 2.24 3.64 0.36 4A1 PhiVc/2<Vu<= Ht<=10',N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.06 7.00 2.22 2.22 3.66 0.35 4.40 PhiVc/2<Vu<= Ht<=10%N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.06 7.00 2.20 2.20 3.67 0.35 4.40 PhiVc/2<Vu<= Ht<=10",N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.07 7.00 2.19 2.19 3.69 0.35 4.39 Vu<PhiVc/2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.08 7.00 2.17 2.17 3,71 0.34 4.39 Vu<PhiVc/2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.09 7.00 2A5 2A5 3.72 0.34 4.38 Vu<PhiVc/2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.09 7.00 2.13 2.13 3.74 0.33 4.38 Vu<PhiVc/2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 1.10 7.00 2.12 2.12 3.75 0.33 4.37 Vu<Phil/& Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.11 7.00 2.10 2.10 3.77 0.33 4.37 Vu<PhiVc/2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.11 7.00 2.08 2.08 3.78 0.32 4.36 Vu<PhiVc/2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.12 7.00 2.07 2.07 3.80 0.32 4.36 Vu<PhiVc/2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.13 7.00 2.05 2.05 3.81 0.31 4.35 Vu<PhiVc/2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.14 7A0 2.03 2.03 3.83 0.31 4.35 Vu<PhtVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.14 7.00 2.01 2.01 3.84 0.31 4.35 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 1.15 7.00 2.00 2.00 3.86 0.30 4.34 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.503+1.60H 1 1.16 7.00 1.98 1.98 3.87 0.30 4.34 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.17 7.00 1.96 1.96 3.89 0.29 4.33 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 1.17 7.00 1.95 1.95 3.90 0.29 4.33 Vu<PhtVe/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.18 7.00 1.93 1.93 3.91 0.29 4.32 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.19 7.00 1.91 1.91 3.93 0.28 4.32 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.19 7.00 i.89 1.89 3.94 0.28 4.32 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50$+1.60H 1 1.20 7,00 1.88 1.88 3.96 0.28 4.31 Vu<Phl*12 Not Reqd 1 4.3 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 1.21 7.00 1.86 1.86 3.97 0.27 4.31 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.22 7.00 1.84 1.84 3.98 0.27 4.30 Vu<Phi*/2 Not Reqd 1 4.3 0.0 0.0 +120D+1.60L+0.508+1.60H 1 1.22 7.00 1.83 1.83 4.00 0.27 4.30 Vu<PhiVc/2 Nol Reqd 1 4.3 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 1.23 7.00 1.81 1.81 4.01 0.26 4.30 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.24 7.00 1.79 1.79 4.02 0.26 4.29 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.26 7.00 1.77 1.77 4.04 0.26 4.29 Vu<PhtVc/2 Not Reqd 1 4.3 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 1.25 7.00 1.76 1.76 4.05 0.25 4.28 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 1.26 7.00 1,74 1.74 4.06 0.25 4.28 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.27 7.00 1.72 1.72 4.07 0.25 4.28 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 1.28 7.00 1.71 1.71 4.09 0.24 4.27 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 S� AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Protect Descr; i� Printed:20 Of 2018,10:33a+A Concrete Beam F11e=CaUsers\CHOLLA-11DesktoplFIRSTA-1.EC6 ENERCALC,INC.1983.2016,Build:6.16.5.11,Ver:6.16.5.11 i.00 Description: CHI Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k•ft) (k) (k) (k) Req'd Suggest +1.20 +1.60L+0.50S+1.60H 1 1.26 7.00 1.69 1.69 4.10 0.24 4.27 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +120D+1.60L+0.508+1.60H 1 1.29 7.00 1.67 1.67 4.11 0.24 4.27 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 1.30 7.00 1.65 1.65 4.12 0.23 4.26 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1200+1.60L+0.508+1.60H 1 1.30 7.00 1.64 1.64 4.14 0.23 4.26 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.31 7.00 1.62 1.62 4.15 0.23 4.25 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1,32 7.00 1.60 1.60 4.16 022 4.25 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.33 7.00 1.59 1.59 4.17 0.22 4.25 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 1.33 7.00 1.57 1.57 4.18 0.22 4.24 Vu<PhiVc12 Not Reqd 1 4.2 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 1.34 7.00 1.55 1.55 4.19 0.22 4.24 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 1.35 7.00 1.53 1.53 4.20 0.21 4.24 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 .+1200+1.60L+0.508+1.60H 1 1.36 7.00 1.52 1.52 4.22 0.21 4,23 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 1.36 7.00 1.50 1.50 4.23 0.21 4.23 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.37 7.00 1.48 1.48 4.24 0.20 4.23 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0,0 +1.20D+1.60L+0.50S+1.60H 1 1.38 7.00 1.47 1.47 4.25 0.20 4.22 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.38 7.00 1.45 1.45 4.26 0.20 4.22 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.200+1.60L+0.508+1.60H 1 1.39 7.00 1.43 1.43 4.27 0.20 4.22 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 1.40 7.00 1.41 1.41 4.28 0.19 4.21 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 1.41 7.00 1.40 1.40 4.29 0.19 4.21 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.41 7.00 1.38 1.38 4.30 0.19 4.21 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 1.42 7.00 1.36 1.36 4.31 0.18 4.20 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 1.43 7.00 1.35 1.35 4.32 0.18 4.20 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 1.44 7.00 1.33 1.33 4.33 0.18 4.20 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +120D+1.60L+0,50S+1.60H 1 1.44 7.00 1.31 1.31 4.34 0.18 4.19 Vu<PhlVc12 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.45 7.00 1.29 1.29 4.35 0.17 4.19 Vu<PhlVc/2 Not Reqd 1 4.2 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 1.46 7.00 1.28 1.28 4.36 0.17. 4.19 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 1.46 7.00 1.26 1.26 4.37 0.17 4.19 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.47 7.00 1.24 1.24 4.38 0.17 4.18 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.48 7.00 1.23 1.23 4.39 0.16 4.18 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 1.49 7.00 1.21 1.21 4.39 0,16 4.18 Vu<PhiVc/2 Not Reqd 1 42 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.49 7.00 1.19 1.19 4.40 0.16 4.17 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.50 7.00 1.17 1.17 4.41 0.16 4.17 Vu<PhtVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.51 7.00 1.16 1.16 4.42 0.15 4.11 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.52 7.00 1.14 1.14 4.43 0.15 4.16 Vu<PhlVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.52 7,00 1.12 1.12 4.44 0.15 4.16 Vu<PhlVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.53 7.00 1.11 1.11 4.45 0.15 4.16 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.54 7.00 1.09 1.09 4.45 0.14 4.16 Vu<Ph1Vc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0,508+1.60H 1 1.54 7.00 1.07 1.07 4.46 0.14 4.15 Vu<PhiVc12 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 1.55 7.00 1.05 1.05 4.47 0.14 4.15 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +120D+1.60L+0.508+1.60H 1 1.56 7.00 1.04 1.04 4.48 0.14 4.15 Vu<PhVi c/2 Not Reqd 1 4.1 0.0 0.0 +120D+1.60L+0.508+1.60H 1 1.57 7.00 1.02 1.02 4.48 0.13 4A4 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.57 7.00 1.00 1.00 4.49 0.13 4.14 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1,60L+0,50S+1.60H 1 1.58 7.00 0.99 0.99 4.50 0.13 4.14 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 1.59 7.00 0.97 0.97 4.61 0.13 4.14 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.60 7.00 0.95 0.95 4.51 0.12 4.13 Vu<PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.60 7.00 0.93 0.93 4.52 0.12 4.13 Vu<PhiVc12 Not Reqd 1 4.1 0.0 0,0 +1.20D+1.60L+0.50S+i.60H 1 1.61 7.00 0.92 0.92 4.53 0.12 4.13 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.62 7.00 0.90 0.90 4.53 0.12 4.12 Vu<PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.60S+1.60H 1 1.62 7.00 0.88 0.88 4.54 0.11 4.12 Vu<PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 1.63 7.00 0.87 0.87 4.55 0.11 4.12 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.64 7.00 0.85 0.85 4.55 0.11 4.12 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.65 7.00 0.83 0.83 4.56 0.11 4.11 Vu<PhiVc(2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1,60L+0,50S+1.60H 1 1.65 7.00 0.81 0.81 4.56 0.10 4.11 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.66 7.00 0.80 0.80 4.57 0.10 4.11 Vu<PhiVc/2 Not Raqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.67 7.00 0.78 0.78 4.58 0.10 4.11 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 1,,y AHJ Structural Engineers,PC Project Title: 1st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20 MAY 2016,10;03Ahi File=C:1Users%CHOLIA-RDeskloplFIRSTA-1.EC6 Concrete Beam ENERCALC,INC.1983.2016,Build:6.16.5,11,Ver:6,16.5.11. Description: CH 1 Detailed Shear Information _ Span Distance V Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi"Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1,60L+0.508+1.60 1 1.68 7.00 0.76 0.76 4.58 0.10 4.10 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 1.68 7.00 0.75 0.75 4.59 0.09 4.10 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.69 7.00 0.73 0.73 4.59 0.09 4.10 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1,60L+0.508+1,60H 1 1.70 7.00 0.71 0,71 4.60 0.09 4.09 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.70 7.00 0.69 0.69 4.60 0.09 4.09 Vu<Phlvc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.71 7.00 0.68 0.68 4.61 0.09 4.09 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.72 7.00 0.66 0.66 4.61 0,08 4.09 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1,20D+1.601-+0.50S+1.601-1 1 1.73 7.00 0.64 0.64 4.62 0.08 4.08 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.73 7.00 0.63 0.63 4.62 0.08 4.08 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1,60L+0,50S+1.60H 1 1.74 7.00 0.61 0.61 4.63 0.08 4.08 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.75 7.00 0.59 0.59 4.63 0,07 4.08 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.76 7.00 0.57 0.57 4.63 0.07 4.07 Vu<PhiVel2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.76 7.00 0.56 0.56 4.64 0.07 4.07 Vu<PhlVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.77 7.00 0.54 0.54 4.64 0.07 4.07 Vu<Phlvc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.78 7,00 0.52 0.52 4.65 0.07 4.07 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 1.79 7.00 0.51 0.51 4.65 0.06 4.06 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.79 7.00 0.49 0.49 4.65 0.06 4.06 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.80 7.00 0.47 0.47 4.66 0.06 4,06 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.81 7.00 0.45 0.45 4.66 0.06 4.06 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.81 7.00 0.44 0.44 4.66 0.05 4.05 Vu<PhlVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.82 7.00 0.42 0.42 4.67 0.05 4.05 Vu<PhjVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 1.83 7.00 0.40 0.40 4.67 0.05 4.05 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 1.84 7.00 0.39 0.39 4.67 0.05 4.05 Vu<PhlVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.84 7.00 0.37 0.37 4.68 0.05 4.04 Vu<PhlVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 1.85 7.00 0.35 0.35 4.68 0.04 4.04 Vu<PhiVc12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.86 7.00 0.33 0.33 4.68 0.04 4.04 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 1.87 7.00 0.32 0.32 4.68 0.04 4.04 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.87 7.00 0.30 0.30 4.69 0.04 4.03 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.88 7.00 0.28 0.28 4.69 0.04 4.03 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.89 7.00 0.27 0.27 4.69 0.03 4.03 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.89 7.00 0.25 0.25 4.69 0.03 4.03 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 1.90 7.00 0.23 0.23 4.69 0.03 4.02 Vu<PhlVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.91 7.00 0.21 0.21 4.70 0.03 4.02 Vu<PhiVol2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.92 7.00 0.20 0.20 4.70 0.02 4.02 Vu<PhiVc/2 Not Reqd i 4.0 0.0 0.0 +1.20D+1,601-450S+1.601-1 1 1.92 7.00 0.18 0.18 4.70 0.02 4.02 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.93 7.00 0.16 0.16 4.70 0.02 4.01 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1,20D+1.601-450S+1.60H 1 1.94 7.00 0.15 0.15 4.70 0.02 4.01 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.95 7.00 0.13 0.13 4.70 0.02 4.01 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.95 7.00 0.11 0.11 4.70 0.01 4.01 Vu<PhlVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.96 7.00 0.09 0.09 4.70 0.01 4.00 Vu<Ph[Vc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.97 7.00 0.08 0.08 4.70 0.01 4.00 Vu<PhlVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.97 7.00 0.06 0.06 4.70 0.01 4.00 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.98 7.00 0.04 0.04 4.70 0.01 4.00 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.99 7.00 0,03 0.03 4.70 0.00 3.99 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.00 7.00 0.01 0.01 4.70 0.00 3.99 Vu<PhiVo/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 2.00 7.00 -0.01 0.01 4.70 0.00 3.99 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0,0 +1.20D+1.60L+0.50S+1.60H 1 2.01 7.00 -0.03 0.03 4.70 0.00 3.99 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 2.02 7.00 -0.04 0.04 4.70 0.01 4.00 Vu<PhiVe/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.03 7.00 -0.06 0.06 4.70 0.01 4.00 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 2.03 7.00 -0.08 0.08 4.70 0.01 4.00 Vu<PhlVc/2 Not Reqd 1 4.0 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 2.04 7.00 -0.09 0.09 4.70 0.01 4.00 Vu<PhiVC/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.05 7.00 -0.11 0.11 4.70 0.01 4.01 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.503+1.60H 1 2.05 7.00 -0.13 0.13 4.70 0.02 4.01 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.503+1.60H 1 2.06 7.00 -0.15 0.15 4.70 0.02 4.01 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 S0 AHJ Structural Engineers,PC Project Title; 1 st American Title Structural Consultants En meet: CH Project ID: 16065 Since 1985 Pro Descr: Af) 1%%1 Pdnted:20 MAY 2016,10:33AM File=C:1Users!CHOLLA-1\DesktoplFIRSTA-1.EC6 CfJtlGCete Bec'l17! ENERCALC,INC.1983.2016,Build:6.16.5.11,Ver,6.16.5.11 KW-06001 L -N--Nj Description: CH1 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (it) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.508+1.60H 1 2.07 7.00 -0.16 0.16 4.70 0.02 4.01 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 2.08 7.00 -0.18 0.18 4.70 0.02 4.02 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.08 7.00 -0.20 0.20 4.70 0.02 4.02 Vu<Phl*12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.09 7.00 -0.21 0.21 4.70 0.03 4.02 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 2.10 7.00 -0.23 0.23 4.69 0.03 4.02 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.11 7.00 -0.25 0.25 4.69 0.03 4.03 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 2.11 7.00 -0.27 0.27 4.69 0.03 4.03 Vu<PhiVc/2 Not Raqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.12 7.00 -0.28 0.28 4.69 0.04 4.03 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 2.13 7.00 -0.30 0.30 4.69 0.04 4.03 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 2.13 7.00 -0.32 0.32 4.68 0.04 4.04 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 2.14 7.00 -0.33 0.33 4.68 0.04 4.04 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 2.15 7.00 -0.35 0.35 4.68 0.04 4.04 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.16 7.00 -0.37 0.37 4.68 0.05 4.04 Vu<PhiVc/2 Not Reqd l 4.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.16 7.00 -0.39 0.39 4.67 0.05 4.05 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1,200+1.60L+0.50S+1.60H 1 2A7 7.00 -0.40 0.40 4.67 0.06 4.05 Vu<PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 2.18 7.00 -0.42 0.42 4.67 0.05 4.05 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 2.19 7.00 -0.44 0.44 4.66 0.05 4.05 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.19 7.00 -0.45 0.45 4.66 0.06 4.06 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.20 7.00 -0.47 0.47 4.66 0.06 4.06 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.21 7.00 -0.49 0.49 4.65 0.06 4.06 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.21 7.00 -0.51 0.51 4.65 0.06 4.06 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.22 7.00 -0.52 0.52 4.65 0.07 4.07 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 223 7.00 -0.54 0.54 4.64 0.07 4.07 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.503+1.60H 1 224 7.00 -0.56 0.56 4.64 0.07 4.07 Vu<PhUc/2 Not Reqd t 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.24 7.00 -0.57 0.57 4.63 0.07 4.07 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 . 0.0 +120D+1.60L+0.50S+1.60H 1 225 7.00 -0.59 0.59 4.63 0.07 4.08 Vu<PhlVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.26 7.00 -0.61 0.61 4.63 0.08 4.08 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 2.27 7.00 -0.63 0.63 4.62 0.08 4.08 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.27 7.00 -0.64 0.64 4.62 0.08 4.08 Vu<PhVi c/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 228 7.00 -0.66 0.66 4.61 0.08 4.09 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 229 7.00 -0.68 0.68 4.61 0.09 4.09 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.30 7.00 -0.69 0.69 4.60 0.09 4.09 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.30 7,00 -0.71 0.71 4.60 0.09 4.09 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.31 7.00 -0.73 0.73 4.69 0.09 4.10 Vu<PhiVc/2 Not Reqd 1 4.1 0,0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.32 7.00 -0.75 0,75 4.59 0.09 4.10 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.32 7.00 -0.76 0.76 4.58 0.10 4.10 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.33 7.00 -0,78 0.78 4.58 0.10 4.11 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 2.34 7.00 -0.80 0.80 4.57 0.10 4.11 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.35 7.00 -0.81 0.81 4.56 0.10 4.11 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.35 7.00 -0,83 0.83 4.56 0.11 4.11 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.64L+0.508+1.60H 1 2.36 7.00 -0.85 0.85 4.55 0.11 4.12 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.37 7.00 -0.87 0.87 4.55 0.11 4.12 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.38 7.00 -0.88 0.88 4.54 0.11 4.12 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.38 7.00 -0.90 0.90 4.63 0.12 4.12 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.39 7.00 -0.92 0.92 4.53 0.12 4.13 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 2.40 7.00 -0.93 0.93 4.52 0.12 4.13 Vu<PhiVc/2 Not Reqd 1 4A 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 2.40 7.00 -0.95 0.95 4,51 0.12 4.13 Vu<PhiVc/2 Not Regd•1 4.1 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 2.41 7.00 -0.97 0.97 4.51 0.13 4.14 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 2.42 7.00 -0.99 0.99 4.50 0.13 4.14 Vu<PhtVc/2 Not Reqd 1 4A 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.43 7.00 -1.00 1.00 4.49 0.13 4.14 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.43 7.00 -1,02 1.02 4.48 0.13 4.14 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.44 7.00 -1.04 1.04 4.48 0.14 4.15 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.45 7.00 -1.05 1.05 4.47 0.14 4.15 Vu<PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 2.46 7.00 -1.07 1.07 4.46 0.14 4.15 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 AHJ Structural Engineers,PC Project Title: I st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20 MAY 2016,10:33AM =oncrete Beam File C*�Use(skCHOLLA-1\Desktop�FIRSTA-I.EC6 ENERCALC,INC.1983-2016,Build:6,16.5.1 1,Ver:6.16.5.11 Description CH1 Detailed Shear Information Span Distance V VU (k) MU d*VLdMa Phi*Vo Comment PhI*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) R.,q'd Suggest +1.200+IX0-L+0.50S+J.60H 1 2.46 7.00 -1.09 1.09 4.45 0.14 4.16 <-Phillc/2 NotReqdl 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.47 7.00 -1.11 1.11 4.45 0.15 4.16 Vu<PhlVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 2.48 7.00 -1.12 1.12 4.44 0.15 4.16 Vu<PhiVc/2 NotReqdl 4.2 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 2.48 7.00 -1.14 1.14 4.43 0.15 4.16 Vu<PhiVc/2 Not Fecid 1 4.2 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 2.49 7.00 -1.16 1.16 4.42 0.15 4.17 Vu<PhiVc(2 Not Recid 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+i.60H 1 2.50 7.00 -1.17 1.17 4.41 0.16 4.17 Vu<Ph!Vct2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 2.51 7.00 -1.19 1A9 4.40 0.16 4.17 Vu<Ph!Vc(2 Not Roqd 1 4.2 0.0 0.0 +1.20D+I.60L+0,50S+1.60H 1 2.51 7.00 -1.21 1.21 4,39 0.16 4.18 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.62 7.00 -1.23 1.23 4,39 0.16 4.18 Vu<Ph!Vct2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 2.53 7.00 -1.24 1.24 4.38 0.17 4.18 Vu<Ph!Vc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+I,60L+0,508+I.60H 1 2.54 7.00 -1.26 1.26 4.37 0.17 4.19 Vu<PhiVc/2 NotReqdl 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.54 7.00 -1.28 1.28 4.36 0.17 4.19 Vu<PhiVc/2 Not Recid 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.55 7.00 -1.29 1.29 4.35 0.17 4.19 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.56 7.00 -1.31 1.31 4.34 0.18 4.19 Vu<PhIVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.56 7.00 -1.33 1.33 4.33 0.18 4.20 Vu<Ph!Vct2 Not Reqd 1 4.2 0.0 0.0 +1.200+1.6060,50W.601-1 1 2.67 7.00 -1.35 1.35 4.32 0.18 4.20 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.58 7.00 -1.36 1.36 4.31 0.18 4.20 Vu<Ph!Vc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.59 7.00 -1.38 1.38 4.30 0.19 4.21 Vu<PhIVc12 Not Reqd 1 4.2 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 2.59 7.00 -1.40 MO 4.29 0.19 4.21 Vu<PhIVc/2 Not Aeqd 1 4.2 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 2.60 7.00 -1.41 MI 4.28 0.19 4.21 Vu<Phil/c/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.61 7.00 -1.43 1.43 4.27 0.20 4.22 Vu<PhiVc(2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+O.SOS+1,60H 1 2.62 7.00 -1.45 1.45 4.26 0.20 4.22 Vu<PhIVc/2 NotReqdl 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.62 7.00 -1.47 1.47 4.25 0.20 4.22 Vu<PhiVc/2 Not Recid 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.63 7.00 -1.48 1.48 4.24 0.20 4.23 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+I.60L+0.508+1.60H 1 2.64 7.00 -1.50 1.60 4.23 0.21 4.23 Vu<Ph!Vc(2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.64 7.00 -1.52 1.52 4.22 0.21 4.23 Vu<PhiVc/2 NotReqdl 4.2 0.0 U +1.20D+1.60L+0.503+1.60H 1 2.65 7.00 -1.53 1.53 4.20 0.21 4.24 Vu<PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+O.BOS+1.60H 1 2.66 7.00 -1.55 1.55 4.19 0.22 4.24 Vu<PhiVc(2 Not Reqd 1 4,2 0.0 0.0 +1.20D+1.60L+O.BOS+1.60H 1 2.67 7.00 -1.57 1.57 4.1 B 0.22 4.24 Vu<PhiVc[2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.67 7.00 -1.59 1.59 4.17 0.22 4.25 Vu<PhIVc/2 NotReqdl 4.2 0.0 0.0 +1.20D+1.60L+0.50S+l-60H 1 2.68 7.00 -1.60 1.60 4.16 0.22 4.25 Vu<PhIVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.69 7.00 -1.62 1.62 4.15 0.23 4.25 Vu<PhiVc/2 NotReqd1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.70 7.00 -1.64 1.64 4.14 0.23 4.26 Vu<PhiVc12 Not Roqd 1 4.3 0.0 0.0 +1.200+I.60L+O.5OS+1.60H 1 2.70 7.00 -1.65 1.65 4.12 0.23 4.26 Vu<Ph!Vc/2 Not Recid 1 4.3 0.0 0.0 +1.20D+1.60L+O.SOS+1.60H 1 2.71 7.00 -1.67 1.67 4.11 0.24 4.27 Vu<Phivc/2 Not Reqd 1 4.3 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 2.72 7.00 -1.69 1.69 4.10 0.24 4.27 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+i.60L+0.50S+1.60H 1 2.72 7.00 -1.71 1.71 4,09 0.24 4.27 Vu<PhiVc/2 NotReqdl 4.3 0.0 0.0 +1.200+1.60L+0.50$+1.60H 1 2.73 7.00 -1.72 1.72 4.07 0.25 4.28 Vu<Ph1Vc/2 Not Reqd 1 4.3 0.0 0.0 +1.200+1.60L-iO.50S+I.60H 1 2.74 7,00 -1.74 1.74 4.06 0.25 4.28 Vu<F`hiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.75 7.00 -1.76 1.76 4.05 0.25 4.26 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.75 7.00 -1.77 1.77 4.04 0.26 4,29 Vu<PhiVc/2 Not Recid 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.76 7,00 -1.79 1.79 4.02 0.26 4.29 Vu<PhiVQ(2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.77 7.00 -1.81 1.81 4.01 0.26 4.30 Vu<PhiVc/2 Not Recid 1 4.3 0.0 0.0 +1.20D+I.60L+0.50Sfl.60H 1 2.78 7.00 -1.83 1.83 4.00 0.27 4.30 Vu<PhIVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.78 7.00 -1.84 1.84 3.98 0.27 4.30 Vu<PhiVc/2 Not Recid 1 4.3 0.0 0,0 +1.20D+1.60L+0.50S+1.60H 1 2.79 7.00 -1.86 1.86 3.97 0.27 4.31 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 2.80 7.00 -1.88 1.88 3.96 0.28 4.31 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.81 7.00 -1.89 1.89 3.94 0.28 4.32 Vu<PhIVc/2 Not Recid 1 4.3 0.0 0.0 +I.20D+1.60L+O.50S+1.60H 1 2.81 7.00 -1.91 1.91 3.93 0,28 4.32 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 2.82 7.00 -1.93 1.93 3.91 0.29 4.32 Vu<PhiVc/2 Not Recid 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.83 7.00 -1.95 1.95 3.90 0.29 4,33 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.83 7.00 -1.96 1.96 3.89 0.29 4.33 Vu<PhIVc/2 Not Recid 1 4.3 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 2.84 7.00 -1.98 1.98 3.87 0.30 4.34 Vu<PhiVc/2 Not Recid 1 4.3 0.0 0.0 +1.200+1.60L+0.508+1.60H 1 2.65 7.00 -2.00 2.00 3.86 0.30 4.34 Vu<Ph!Vc*12 Not Recid 1 4.3 0.0 0.0 AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20 MAY 2616,10:33MA File=C:\Users\CHOLLA-Mosktop\FIRSTA-1.EC6 COt1CPet@ BoomENERCALC,INV .1983-2016,Build:6.16.5.11,Ver:6.16.5.11 KW-06001594 Description: CH1 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phl'Vc Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (it) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L+0.508+1.60H 1 2.86 7.00 -2.01 2.01 3.84 0.31 4.35 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.86 7.00 -2.03 2.03 3.83 0.31 4.35 Vu<PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L+0,50S+1,60H 1 2.87 7.00 •2.05 2.05 3.81 0.31 4.35 Vu<PhiVc12 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.88 7.00 -2.07 2.07 3.80 0.32 4.36 Vu<PhiVc/2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.89 7.00 -2.08 2.08 3.78 0.32 4.36 Vu<PhiVc12 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0,508+1,60H 1 2.89 7.00 •2.10 2.10 3.77 0.33 4.37 Vu<PhiVc/2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.90 7.00 -2.12 2.12 3.75 0.33 4.37 Vu<PhiVc/2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 2,91 7.00 -2.13 2.13 3.74 0.33 4.38 Vu<PhiVc/2 Not Reqd 1 4A 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 2.91 7.00 •2.15 2.15 3,72 0.34 4.38 Vu<PhiVc/2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.92 7.00 -2.17 2.17 3.71 0.34 4.39 Vu<PhiVc/2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.93 7.00 -2.19 2.19 3.69 0.35 4.39 Vu<PhiVc/2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.94 7.00 -2.20 2.20 3.67 0.35 4.40 PhiVc/2<Vu<= Ht<=10',N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 2.94 7.00 -2.22 2.22 3.66 0.35 4.40 PhlVc/2<Vu<= Ht<=10",N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.95 7.00 -2.24 2.24 3.64 0.36 4.41 PhiVc/2<Vu<= Ht<=10",N 4.4 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 2.96 7.00 •2.25 2.25 3,63 0.36 4.41 PhiVc/2<Vu<= Ht<=10",N 4A 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.97 7.00 -2.27 2.27 3,61 0.37 4.42 PhiVc/2<Vu<= Ht<=10",N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.97 7.00 -2.29 2.29 3.59 0.37 4.42 PhiVc/2<Vu<= Ht<=10",N 4.4 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 2.98 7.00 -2.31 2.31 3.58 0.38 4.43 Ph1Vc/2<Vu<= Ht<=10%N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 2.99 7.00 -2.32 2.32 3.56 0.38 4.43 Ph1Vc/2<Vu<= Ht<=10',N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 2.99 7.00 -2.34 2.34 3.64 0.39 4.44 PhiVc/2<Vu<= Ht<=10',N 4.4 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 3.00 7.00 -2.36 2.36 3.52 0.39 4.44 PhiVc/2<Vu<= Ht<=10%N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.01 7.00 -2.37 2.37 3,51 0.39 4.45 PhiVc/2<Vu<= Ht<=10%N 4.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.02 7.00 -2.39 2.39 3.49 0.40 4,45 PhiVc/2<Vu<= Ht<=10',N 4.5 0.0 0.0 +1.20D+1.60L+0,508+1,60H 1 3.02 7.00 -2,41 2.41 3.47 0.40 4.46 PhlVc/2<Vu<= Ht<=10%N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.03 7.00 -2.43 2.43 3.45 0.41 4.47 PhiVc/2<Vu<= Ht<=10%N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.04 7.00 -2.44 2.44 3.44 0.41 4.47 PhiVc/2<Vu<= Ht<=10',N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.05 7.00 •2.46 2.46 3.42 0.42 4.48 PhiVc/2<Vu<= Ht<=10',N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.05 7.00 -2.48 2.48 3.40 0.42 4.48 PhiVc/2<Vu<= Ht<=10',N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.06 7.00 -2.49 2.49 3.38 0.43 4.49 PhiVc/2<Vu<= Ht<=10",N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.07 7.00 -2.51 2.51 3.36 0.44 4.50 PhiVc/2<Vu<= Ht<=10%N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.07 7.00 -2.53 2.53 3.35 0.44 4.50 PhiVc/2<Vu<= Ht<=10',N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.08 7.00 -2.55 2.55 3.33 0.45 4.51 PhiVc/2<Vu<= Ht<=10',N 4.5 0.0 0.0 +1.20D+1.60L+0,508+1.60H 1 3.09 7.00 -2.56 2.56 3.31 0.45 4.52 PhiVc12<Vu<= Ht<=10',N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.10 7.00 -2.58 2.58 3.29 0.46 4.52 PhiVc/2<Vu<= Ht<=10%N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.10 7.00 -2.60 2.60 3.27 0.46 4.53 PhiVc/2<Vu<= Ht<=10',N 4.5 0.0 0,0 +1.20D+1.60L+0.50S+1.60H 1 3.11 7.00 •2.61 2.61 3.25 0.47 4.53 PhlVc/2<Vu<= Ht<=10',N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.12 7.00 -2.63 2.63 3.23 0.47 4.54 PhiVc/2<Vu<= Ht<=10%N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.13 7.00 •2.65 2.65 3.21 0.48 4.55 PhiVc/2<Vu<= Ht<=10',N 4.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.13 7.00 -2.67 2.67 3.20 0.49 4.56 PhiVc/2<Vu<= Ht<=10%N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.14 7.00 -2,68 2.68 3.18 0.49 4.56 PhiVo/2<Vu<= Ht<=10',N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.15 7.00 •2.70 2.70 3.16 0.50 4.57 PhiVcl2<Vu<= Ht<=10%N 4.6 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 3.15 7.00 -2.72 2,72 3.14 0.51 4.58 PhiVc/2<Vu<= Ht<=10',N 4.6 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 3.16 7.00 -2.73 2.73 3.12 0.51 4.58 PhiVc/2<Vu<= Ht<=10',N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.17 7.00 -2.75 2.75 3.10 0.52 4.59 PhiVc/2<Vu<= Ht<=10",N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.18 7.00 -2.77 2.77 3.08 0.52 4,60 PhiVct2<Vu<= Ht<=10",N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.18 7.00 -2.79 2.79 3.06 0.53 4,61 PhiVc/2<Vu<= Ht<=10",N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.19 7.00 -2.80 2.80 3.04 0.54 4.62 PhiVc/2<Vu<= Ht<=10 N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.20 7.00 -2.82 2.82 3.02 0.55 4.62 PhiVc/2<Vu<= Ht<=10',N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.21 7.00 -2.84 2.84 2.99 0.55 4.63 PhiVc/2<Vu<= Ht<=10',N 4.6 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 3.21 7.00 •2.85 2.85 2.97 0.56 4.64 PhiVc/2<Vu<= Ht<=10%N 4.6 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 3.22 7.00 -2.87 2.87 2.95 0.57 4.65 PhIVc/2<Vu<= Ht<=10',N 4.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.23 7.00 -2.89 2.89 2.93 0.57 4.66 PhiVc/2<Vu<= Ht<=10',N 4.7 0.0 0,0 +1.20D+1.60L+0.50S+1.60H 1 3.23 7.00 -2.91 2.91 2.91 0.58 4.67 PhiVc/2<Vu<= Ht<=10',N 4.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.24 7.00 -2.92 2.92 2.89 0.59 4.68 PhiVc/2<Vu<= Ht<=10',N 4.7 0.0 0.0 AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1965 Project Descr Printed:26 MAY 2016,10:33AM Concrete Beam File=C:\UserstCH01.LA-11Desktop\FIRSTA-1.ECe ENERCALC,INC.19W016,Build:6;11e.5.11,Vet:6,16.5.i1 -Lic.#:KW-06001594Licensee:ahl engineers,p.c. Description: CH 1 Detailed Shear Information Span Distance 'd' Vu (k) Mu d`Vu/Mu Phi'Vc Comment Phl'Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-k) (k) (k) (k) Field Suggest +1.20D+1.60L+0.50S+1.60H 1 3.25 7.00 -2.94 2.94 2.87 0.60 4.68 PhiVc/2<Vu<= Ht<=10',N 4.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.26 7.00 -2.96 2.96 2.85 0.61 4.69 PhiVc/2<Vu<= Ht<=10",N 4.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.26 7.00 -2.97 2.97 2.83 0.61 4.70 PhiVe/2<Vu<= Ht<=10",N 4.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.27 7,00 -2.99 2.99 2.80 0.62 4.71 PhiVc/2<Vu<= Ht<=10',N 4.7 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 3.28 7.00 -3.01 3.01 2.78 0.63 4.72 PhiVc/2<Vu<= Ht<=10',N 4.7 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 3.29 7.00 -3.03 3.03 2.76 0.64 4.73 PhiVc/2<Vu<= Ht<=10',N 4.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.29 7.00 -3.04 3.04 2.74 0.65 4.74 PhiVo/2<Vu<= Ht<=10',N 4.7 0.0 010 +1.20D+1.60L+0.50S+1.60H 1 3.30 7.00 -3.06 3.06 2.72 0.66 4,75 PhiVc/2<Vu<= Ht<=10',N 4.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.31 7.00 -3.08 3.08 2.69 0.67 4.76 PhiVc/2<Vu<= Ht<=10',N 4.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.32 7.00 -3.09 3.09 2.67 0.68 4.78 PhiVc/2<Vu<= Hl<=10',N 4.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.32 7.00 -3.11 3.11 2.65 0.69 4.79 PhiVc/2<Vu<= Ht<=10%N 4.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.33 7.00 -3.13 3.13 2.63 0.70 4.80 PhiVc/2<Vu<= Ht<=10%N 4.8 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 3.34 7.00 -3.15 3.15 2.60 0.70 4.81 PhiVc/2<Vu<= Ht<=10',N 4.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.34 7.00 -3.16 3.16 2.58 0.72 4.82 PhjVc2<Vu<= Ht<=10",N 4.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.35 7.00 -3.18 3.18 2.56 0.73 4.83 PhiVc/2<Vu<= Ht<=10',N 4.8 0.0 0.0 +1.200+1.60L+0.508+1.60H 1 3.36 7.00 -3.20 3.20 2.53 0.74 4,85 PhiVc/2<Vu<= Ht<=10',N 4.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.37 7.00 -3.21 3.21 2.51 0.75 4,86 PhiVc/2<Vu<= Ht<=10",N 4.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.37 7.00 -3.23 3.23 2.49 0.76 4.87 PhiVc/2<Vu<= Ht<=10 N 4.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.38 7.00 -3.25 3.25 2.46 0.77 4.88 PhiVc/2<Vu<= Ht<=10",N 4.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.39 7.00 -3.27 3.27 2.44 0.78 4.90 PhiVc/2<Vu<= Ht<=10",N 4.9 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 3.40 7.00 -3.28 3.28 2.42 0.79 4.91 PhiVc/2<Vu<= Ht<=10",N 4.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.40 7.00 -3.30 3.30 2.39 0.80 4.93 PhiVe/2<Vu<= Ht<=10',N 4.9 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 3.41 7.00 -3.32 3.32 2.37 0.82 4.94 PhiVc/2<Vu<= Ht<=10',N 4.9 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 3.42 7.00 -3.33 3.33 2.34 0.83 4.95 PhiVc/2<Vu<= Ht<=10",N 5.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.42 7.00 -3.35 3.35 2.32 0.84 4.97 PhiVc/2<Vu<= Ht<=10",N 5.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.43 7.00 -3.37 3.37 2.29 0.86 4.99 PhiVcl2<Vu<= Ht<=10",N 5.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.44 7.00 -3.39 3.39 2.27 0.87 5.00 PhjVc/2<Vu<= Ht<=10',N 5.0 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 3.45 7.00 -3.40 3.40 2.24 0.88 5.02 PhjVc/2<Vu<= Ht<=10',N 5.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.45 7.00 -3.42 3.42 2.22 0.90 5,03 PhiVc/2<Vu<= Ht<=10',N 5.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.46 7.00 -3.44 3.44 2.19 0.91 5,05 PNW/2<Vu<= Ht<=10",N 5.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.47 7.00 -3.45 3.45 2.17 0.93 5.07 PhiVc/2<Vu<= Ht<=10",N 5.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.48 7.00 -3.47 3.47 2.14 0.94 5.09 PhiVc/2<Vu<= Ht<=10',N 5.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.48 7.00 -3A9 3.49 2.12 0.96 5.11 PhiVc/2<Vu<= Ht<=10',N 5.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.49 7.00 -3.51 3.51 2.09 0.98 5,13 PhiVc/2<Vu<= Ht<=10',N 5.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.60 7.00 -3.52 3.52 2.07 0.99 5.14 PhiVc/2<Vu<= Ht<=10',N 5.1 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 3.50 7.00 -3.54 3.54 2.04 1.00 5,15 PhiVc/2<Vu<= Hl<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.51 7.00 -3.56 3.56 2.02 1.00 5,15 Ph1Vc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.52 7.00 -3.57 3.57 1.99 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.53 7.00 -3.59 3.59 1.96 1.00 5.15 PhlVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 3.53 7.00 -3.61 3.61 1.94 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.54 7.00 -3.63 3.63 1.91 1.00 5.15 PhiVe/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.55 7.00 -3.64 3.64 1.89 1.00 6.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.56 7.00 -3.66 3.66 1.86 1.00 5,15 PhjVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.56 7.00 -3.68 3.68 1.83 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.57 7.00 -3.69 3.69 1.81 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.58 7.00 -3.71 3.71 1.78 1.00 5.15 PhiVe/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 3.58 7.00 -3.73 3.73 1.75 1.00 6.15 PhiVo/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.59 7.00 -3.75 3.75 1.72 1.00 6.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.60 7.00 -3.76 3.76 1.70 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.61 7.00 -3.78 3,78 1.67 1.00 5,15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 3.61 7.00 -3.80 3.80 1.64 1,00 5,15 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.62 7.00 -3.81 3.81 1.61 1.00 5,15 PhtVc/2<Vu<= Ht<=10",N 6.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.63 7.00 -3.83 3.83 1.59 1.00 5,15 Phi*/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.64 7.00 -3.85 3.85 1.56 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Protect Descr: Printed:20 MAY 2016,10:33AM �COnCrete ENER BeamBeamFile=C:\Users%CHOLIA-ilDesktop\FIRSTA-�1.EC6 CALC,INC.1983.2016,Build:6.16.5.11,Ver.6.16.5.11 t.it Description: CH1 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi'Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1,20D+1,60L+0.50S+1.60H 1 3.64 7.00 -3.87 3.87 1.53 1.00 6,15 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.65 7.00 -3.88 3.88 1.50 1.00 5.15 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.66 7.00 -3.90 3.90 1.47 1.00 5.15 PhiVc/2<Vu<= Ht<=10 N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.66 7.00 -3.92 3.92 1.44 1.00 5,15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.67 7.00 -3.93 3.93 1.42 1.00 5,15 PhiVc/2<Vu<= Ht<=10",N 6.2 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 3.68 7.00 -3.95 3.95 1.39 1.00 5.15 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.69 7.00 -3.97 3.97 1.36 1.00 6.15 PhtVc/2<Vu<= Ht<=10%N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.69 7.00 -3.99 3.99 1.33 1.00 5.15 PhtVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.70 7.00 -4.00 4.00 1.30 1.00 5,15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.71 7.00 -4.02 4.02 1.27 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.72 7.00 -4.04 4.04 1.24 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.72 7.00 -4.05 4.05 1.21 1.00 5.15 PhiVc/2<Vu<= Ht<=10%N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.73 7.00 -4.07 4.07 1.18 1.00 5A 5 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.26D+1.60L+0.50S+1.60H 1 3.74 7.00 -4.09 4.09 1.15 1.00 5.15 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.74 7.00 -4.11 4.11 1.12 1.00 5,15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.75 7.00 -4.12 4.12 1.09 1.00 5m PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.76 7.00 -4.14 4.14 1.06 1.00 5,15 PhiVc/2<Vu<= Ht<=10',N 6.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.77 7.00 -4.16 4.16 1.03 1.00 5,15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.77 7.00 -4.17 4.17 1.00 1.00 5.15 PhtVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.78 7.00 -4.19 4.19 0.97 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.79 7.00 -4.21 4.21 0.94 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1. 1.450S+1.601-1 1 3.80 7.00 -4.23 4.23 0.91 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.80 7.00 -4.24 4.24 0.88 1.00 5,15 PhlVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.81 7.00 -4.26 4.26 0.85 1.00 5.15 PhlVc/2<Vu<= Ht<=10",N 6.2 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 3.82 7.00 -4.28 4.28 0.82 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 . 0.0 +1,20D+1,60L+0.50S+1.60H 1 3.83 7.00 -4.29 4.29 0.79 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 3.83 7.00 -4.31 4.31 0.76 1,00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 3.84 7.00 -4.33 4.33 0.72 1.00 5.15 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.85 7.00 -4.35 4.35 0.69 1.00 5,15 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.85 7.00 -4.36 4.36 0.66 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.86 7.00 -4.38 4.38 0.63 1.00 5.16 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.87 7.00 -4.40 4.40 0.60 1.00 5.15 PhiVo/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.88 7.00 -4.41 4.41 0.56 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 3.88 7.00 -4.43 4.43 0.53 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 3.89 7.00 -4A5 4.45 0.50 1.00 5,15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.90 7.00 -4.47 4.47 0,47 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.91 7.00 -4.48 4.48 0.44 1.00 5,15 PhiVc/2<Vu<= Ht<=10'.N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.91 7.00 -4.50 4.50 0.40 1.00 6,15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.92 7.00 -4.52 4.52 0.37 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.93 7.00 -4.53 4.63 0.34 1.00 5,15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.93 7.00 -4.65 4.55 0.30 1.00 5.15 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 3.94 7.00 -4.57 4.57 0.27 1.00 5,15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 3.95 7.00 -4.59 4.59 0.24 1.00 5.15 PhiVc/2<Vu<= Ht<=10'.N 5.2 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 3.96 7.00 -4.60 4.60 0.20 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.96 7.00 -4.62 4.62 0.17 1.00 5.15 PhiVc/2<Vu<= Ht<=10%N 5.2 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 3.97 7.00 -4.64 4.64 0.14 1.00 5.15 PhtVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 3.98 7.00 -4.65 4.65 0.10 1.00 5,15 PhiVc/2<Vu<= Ht<=10",N 5.2 0.0 0.0 +1,20D+1.60L+0,50S+1.60H 1 3.99 7.00 -4.67 4.67 0.07 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.99 7.00 -4.69 4.69 0.03 1.00 5,15 PhiVc12<Vu<= Ht<=10',N 5.2 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 4.00 7.00 -4.70 4.70 0.00 1.00 5.15 PhiVc/2<Vu<= Ht<=10',N 5.2 0.0 0.0 r ecs 11, _ L6[zEND 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ES DATE: SHEET NO. -+Z5�-� .1 , I i i � I 1 11� � .. �'e I ) PROJECT BY: AHJ ENGINEERS, PC L115 STRUCTURAL CONSULTANTS AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20 MAY 2016,10:33AM File=C:1UsersiCHOLLA-11Deskt6plFIRSTA-1.EC6 ' Cgt1CYQt2.COS t 1i17 ti ErIERCALC,INC.1983.2016,Buik1:6.16.5.t 1,Ver.6.16.5,11 Description: C1,C3,C4,C6 Code References Calculations per ACI 318-08, IBC 2009,CBC 2010,ASCE 7.10 Load Combinations Used :2006 IBC&ASCE 7-05 General Information f'c:Concrete 28 day strength = 2.50 ksi Overall Column Height = 12.0 ft E_ = 3,122.0 ksi End Fixity Top&Bottom Pinned Density = 145.0 pcf Brace condition for deflection(buckling)along columns R = 0.850 X-X(width)axis: fy-Main Rebar = 60.0 ksi Unbraced Length for X-X Axis buckling=10 it,K=1.0 E-Main Rebar = 29,000.0 ksi Y-Y(depth)axis Allow.Reinforcing Limits ASTMA615Bars Used Unbraced Length for X-X Axis buckling=12.0 it,K=1.0 Min.Reinf. = 1.0 Max.Reinf. = 8.0% Column Cross Section Column Dimensions: 10.Oin high x 12.Oin Wide,Column Edge to Y Rebar Edge Cover=2.Oin I #5 #5 *#5 Column Reinforcing: 4-#5 bars @ corners„ 1.0-#5 bars top& s#5 #5 x bottom between corner bars, 1.0-#5 bars left&right between corner bars '#5 #5 °#5 Y Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included:1,450.0 Ibs*Dead Load Factor AXIAL LOADS... Axial Load at 12.0 ft above base,Yecc=3.Oin,D=12.450,L=22.250,S=10.0 k BENDING LOADS... Lat,Point Load at 4.0 it creating Mx-x,H=3.703 k DESIGN SUMMARY Load Combination +1.20D+1.60L+0.50S+1.60H Maximum SERVICE Load Reactions.. Location of max.above base 11.919 ft Top along Y-Y k Bottom along Y-Y k Maximum Stress Ratio 0.5780:1 Top along X-X k Bottom along X-X k Ratio=(PuA2+MuA2)A.5 I(PhfPnA2+PhiMnA2)A.5 Pu= 57.280 k (p *Pn= 113.934 k ... Mu x= -15.903 k ft (F *Mn x= 27.065 k ft Maximum SERVICE Load DeflectionsAlong Y-Y 0.06420 in at 5.477 It above base Mu-y= 0.0 k-ft T *Mn-y= 0.0 k-ft for load combination: N/A Mu Angle= 180.0 deg Along X-X O.Oin at 0.0 ft above base Mu at Angle= 15.903 k-ft (pMn at Angle= 27.112 k-ft for load combination:0.0 Pn&PAn values located at Pu-1hu vector intersection with capacity curve Column Capacities... General Section Information,9 = 0.650 =0.850 6 = 0.80 p e in Reinforcing 2. Pnmax:Nominal Max.Compressive Axial Capacity 398.530 k 480 % Rebar%Ok Pnmfn:Nominal Min.Tension Axial Capacity -148.80 k Reinforcing Area 20. inA2 1 (p Pn,max:Usable Compressive Axial Capacity 207.236 k Concrete Area 20.0 inA2 (p Pn,min:Usable Tension Axial Capacity -96.720 k Governing Load Combination Results Governing Factored Moment Dist.from Axial Load Bending Analysis k-ft Load Combination k Utilization X-X Y-Y *base It Pu (p Pn S x gx*Mux g y Sy*Muy Alpha (deg) g tutu (p Mn Ratio +1,40D 11.92 19.46 119.82 1.000 •4,33 180.000 4.33 26.73 0.162 (9� AHJ Structural Engineers,PC Project Title: 1 st American Title Project ID: 16065 Structural Consultants Engineer: CH Since 1985 Project Descr: kip) Printed:20 MAY 2016.10:33AM File=C:\UsersICHOLLA-ilDesktoplFIRSTA-I.EC6. Concrete Column. ENERCALC;INC.198�•2016,BuiId:6J6.5.11,Yer.8A5.5.i1 1'.11 • Description: 01,C3,C4,C6 Governing Load Combination Results _ --_--- Axial Load Bending Analysis k-ft Governing Factored Moment Dist.from k Utilization Load Combination X-X Y Y base ft Pu (p *Pn 8 x gx*Mux 5 y 5y*Muy Alpha (deg) 5 Mu (p Mn Ratio +1.20D+0.50Lr+1.601+1.60H 11.92 52.28 113.93 1.150 -14.25 180.000 14.25 27.11 0.519 +1,20D+1.60L+0.50S+1.60H 11.92 57.28 113.93 1.167 -15.90 180.000 16.90 27.11 0.578 +1.20D+1.60Lr+0.50L 11.92 27.81 115.42 1,000 -6.47 180.000 6.47 27.02 0.240 +1.20D+1.60Lr+0.80W 11.92 16.68 119.82 1.000 -3.71 180.000 3.71 26.73 0.139 +1.20D+0,50L+1.60S 11.92 43.81 113.93 1,000 -10.45 180.000 10,45 27.11 0.385 +1,20D+1,60S+0.80W 11.92 32.68 115.42 1.000 -7.68 180.000 7.68 27.02 0.284 +1,20D+0,50Lr+0.50L+1.60W 11.92 27.81 115.42 1.000 -6.47 180.000 6.47 27.02 0.240 +1,20D+0.50L+0.50S+1.60W 11.92 32.81 115.42 1.000 -7.71 180,000 7.71 27.02 0.285 +1.20D+0.50L+0.20S+E 11.92 29.81 115.42 1.000 -6.97 180.000 6.97 27.02 0.258 +0.90D+1.60W+1.60H 11.92 12.51 26.12 1.032 15.28 180.000 15.28 31.43 0.486 +0,90D+E+1.60H 11.92 12.51 26.12 1,032 15.28 180.000 15.28 31.43 0.486 Maximum Reactions Note:Only non-zero reactions are listed. Reaction along X-X Axis Reaction along Y-Y Axis Axial Reaction Load Combination @ Base @ Top Base 0 Top @ Base D Only k 0.259 0,259 k 13.900 k +D+L k 0.723 0.723 k 36.150 k +D+Lr k 0.259 0.259 k 13.900 k +D+S k 0.468 0,468 k 23.900 k +D+0,750Lr+0,750L k 0.607 0.607 k 30.588 k +D+0.750L+0.750S k 0.763 0.763 k 38.088 k +D+W k 0.259 0.259 k 13.900 k +D+0.70E k 0.259 0.259 k 13.900 k +D+0.750Lr+0.750L+0.750W k 0.607 0.607 k 30.588 k 0+0.7501-+0.750S+0.750W k 0.763 0.763 k 38,088 k +D+0.750Lr+0.750L+0.5250E k 0.607 0.607 k 30.588 k +D+0.750L+0.750S+0.5250E k 0.763 0.763 k 38.088 k +0.60D+W k 0.156 0.156 k 8.340 k +0.60D+0,70E k 0.156 0.156 k 8.340 k D Only k 0.259 0.259 k 13.900 k Lr Only k k k L Only k 0.464 0.464 k 22.250 k S Only k 0,208 0.208 k 10.000 k W Only k k k E Only k k k H Only k 2,469 1.234 k k Maximum Moments _ Note:Only non-zero reactions are listed. Moment About X•X Axis Moment About Y-Y Axis Load Combination 0 Base 0 Top @ Base @ Top -- -- -- k•ft k-ft +D+L Only k-ft k-ft +D+Lr k•ft k ft +D+S k-ft k-ft +D+0.750Lr+0,750L k-ft k-ft +D+0.750L+0,750S k-ft k-ft +D+W k-ft k-ft +D+0.70E k-ft k-ft +D+0,750Lr+0.750L+0.750W k•ft k-ft +D+0.750L+0.750S+0.750W k•ft k-ft +D+0.750Lr+0.750L+0.5250E k-ft k-fl +D+0.750L+0.750S+0.5250E k•ft k-ft +0.60D+W k-ft k•ft +0.60D+0.70E k•ft k•ft 0 Only k k-ft ft k•ft Lr Only k•ft k-ft L Only k-ft k•ft S Only k-ft k•ft W Only k•ft AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: .� Printed:20 hIAY 2010,10:33AA1 File=CaUsers%CHOLLA-11DesktoPT!RSTA--I,EC6 Co.n Crete COI um n ENERCALC,INC,1983-2016,Build:6.16.5.11,Ver,6.16.5.11 Description: C1,C3,C4,C6 Maximum Moments Nate:Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top E Only k-ft Wit H Only k-ft k-ft Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance 0.0000 in 01000 It 0.064 in 5.477 It Sketches Y •1m,Load¢ �76 ®q5 ®AS N N x x q4 85 - 005 05 *'i5 Y Lown WQ X-X MS L%kinq au+q Y•YAds Interaction Diagrams Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram 250.0 Phi Mn 0 Alpha (k-ft) 250.0 Phi'hin @ Alpha (k-ft) 225.0 225.0= .. ;.... 200.0= .. 200.0 i 175.0 _ ... ._ _. ....... ...... ... 175.0_ 150.0 j r 150.0 _ 126.0 C 125.0 a = i f• 100.0= .. i.... L a 100.0 is i 75.0- . ._ . .... .. _..... . .. .. .. ! i 75.0 i 50.0 6010 = i 25.0= j 25.0 0.0 4---b—T—T Z—'L8-5—Z6g, . Is U.U—U 4—b7—TUT—i3.4-1 ..1�2n-2 . 3.8 O LadG-b.-0.40D•Alphas 130.M-1.(19.48.4.33) O LOad cgnb._.1.2V0,0-MLr+1.60W.60H,AYAaa 160.009,(52.26.12.09) `rar� AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20 MAY 2018,10:33Mi Concrete Column File=C:\Users\CHOLLA-AOesktop\FIRSTA-1.EC6 ' ENERCALC,INC.1983.2016,Build:6.16.5.11,Ver6.16.5.11 r.�r _ Description: 01,C3,C4,C6 Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram 250.0 Phi Mn 0 Alpha (k-ft) -- 250.0 Phi'Mn®Alpha (k-ft) 225.0 c : 225. 0. 200.0 �.. 200.0 _...__ .... .......... I ........i....... 175.0= 175.0 150.0 150.0 i ...... .. ... .... ..., ..... ..... - ... ................. ..... ... .... .. ........ ... ...... .. i. fv I ;v 125.0 :.... ...... . .- a 125.0- j. 100.0 100.0 ;d 75.0- 75. 0 50.0 ? 50 i j., .. I I 25.0 O 25.. _......._._ _. .0 O OTT3A-16:6-20 Z J.0 Z . 3�6 3-4-fi7-"-1 1-13-4 6:6-20 2 233-259--30. 36 O LoWComb..112001140V,0.50L.Aph-160.OdB0,(27.61,6.47) O Low Como.=.120D.IMV.0.60W.AlOha.160.Oda0,(16.66,0.71) Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram 250.0 Phi'Mn Q Alpha (k-ft) 250.0 Phi'Mn Q Alpha (k-tt) -- -225.0 225.0_- ....... - -..-..- = ; 200.0 l.... ..._!..... i 200.0 i. .... ...... 175.05 i = ......._ . .... ... ..L. ......1..... ...I. .._ ..._.......>.... .... 175.0_ i ..'... ....... i.__... 150.0= 150.0=_. 1250' i e 125.0= a _. . �. ._ a - ! - 100.0 i 100.0_ ... :.......... ... ..... .....:... . ....... a ... . ...... ;. as 75.0= �.... 75.0= ! .. .I. . . :. .. 1 .. ; 50.0e ;.., ... .. 50.0" 25.0- O 25.0= 0-3:4--6:T-1'O, 6.U-T4-6. 1 V.1 10.9 10 8-�03-23�2� 336 O Load Comb.=.1.20D.1.605M.60W,Alpha.160.fAy.(02.66,7.66) O Load Comb.=0.200,0S0Lr.0.50LN.60W,Alpha=160.0de0,(27.81.6.47) T AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20 MAY 2016,10:33A1d ConCr@t@ CO�umn File=C:lUsersICHOLLA-flDesktop\FIRSTA-1.ECe eENERCALC,INC.1983.2016,Bulld:6.16.5.11,Ver.6.16.5.11. Description: C1,C3,C4,C6 Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram 250.0 Phi•Mn 0 Alpha (k-ft) 250 0 Phi•Mn 0 Alpha (k-ft) __.._____.._ _ _ _—_-. --•- - 225.0 i 225.0-... . I _ 1 200.0 ( 2co.o ..,. ..i. .... ... .. .... ...... - ..., .... .. .... .. _. .. .. . 175.0° 1 175.0 I 150.0 ' 150 L............ _. - 0 I �v 125.0 125.0_ 1 ...., ...... 1 ., .... .__... _ . ..... ..._ ..... ... i ... ... c 100.0 1C0.0 is ii f l ;.. .... L ..._ � 1a 75.0 z..... ....__.. I i. I 75.0 l L. . ..p.,......, ... .. ..... 50.0 ....... . . ... . ... .. _! 50.0 i......._1 l 1 . i I a 25.0 0 25.0 1 .. . I ... , I O i TO U.4--O.f 1U.1 -13.4 16:$-202-23.��69-3 . 3:6 0. —34—v lo.1-1 A IM-2707-215-26:9-30: I.6 O load Comb...1.200.0.60L.0.20S.E,Alpha-ISO.Odeo.(29.91,6.97) O Load Comb.=M.900.1.60W.1.60H,kpha-IBO.OdeO.(12.51,14.81) AHJ Structural Engineers,PC Project Title: 1st American Title Structural Consultants Engineer CH Project ID: 16065 Since 1985 Project Descr: Printed:20 61AY 2016,10:33NA File=C:1UsersICHOLLA-11DeskloplFIRSTA-1.EC6 StEQI COIUi111C1 ENERCALC,INC,1983.201"o,Build:6.16.5.11,Ver.6.16.5.11 Description; C2,C5 Code References Calculations per AISC 360-05,IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used :2006 IBC&ASIDE 7-05 General Information Steel Section Name: HSS6x6x3/16 Overall Column Height 12.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksl Unbraced Length for X-X Axis buckling=12.0 It,K=1.0 Y-Y(depth}axis: Unbraced Length for Y-Y Axis buckling=12.0 ft,K=1.0 Applied Loads Service loads entered,Load Factors will be applied for calculations. Column self weight included:174.087 Ibs"Dead Load Factor AXIAL LOADS... Axial Load at 12.0 it,Xecc=0.50 in,D=20.710,L=37,230,S=16.840 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8403 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.750L+0.750S+H Top along X-X 0.2127 k Location of max above base 11.919 ft Bottom along X-X 0.2127 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 61.437 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 85.521 k Ma-x:Applied 0,0 k-ft Maximum SERVICE Load Deflections... Pdn-xlOmega:Allowable 18.486 k-ft Along 0.0 in at O.Oft above base for load combination: Ma-y:Applied 2.535 k-ft Mn-y/Omega:Allowable 18.486 k-ft Along X-X 0.06355in at 7.007ft above base for load combination:+D+0.750L+0.750S+H PASS Maximum Shear Stress Ratio= 0.006752 :1 Load Combination +D+0.750L+0.750S+H Location of max.above base 0.0 It At maximum location values are... Va:Applied 0.2127 k Vn/Omega:Allowable 31.506 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.285 PASS 11.92 ft 0.002 PASS 0.00 it +D+L+H 0.795 PASS 11.92 It 0.006 PASS 0.00 It +D+Lr+H 0.285 PASS 11.92 It 0.002 PASS 0.00 ft +D+S+H 0.516 PASS 11.92 It 0.004 PASS 0.00 It +D+0.750Lr+0.750L+H 0.667 PASS 11.92 ft 0.005 PASS 0.00 It +D+0.750L+0.750S+H 0.840 PASS 11.92 It 0.007 PASS 0.00 It +D+W+H 0.285 PASS 11,92 ft 0.002 PASS 0.00 f1 +D+0,70E+H 0.285 PASS 11.92 ft 0.002 PASS 0.00 it +D+0.750Lr+0.750L+0,760W+H 0.667 PASS 11.92 ft 0.005 PASS 0.00 It +D+0.750L+0.750S+0.750W+H 0.840 PASS 11.92 It 0.007 PASS 0.00 It +D+0,750Lr+0.750L+0.5250E+H 0.667 PASS 11.92 ft 0.005 PASS 0.00 ft +D+0.750L+0.750S+0,5250E+H 0.840 PASS 11.92 It 0.007 PASS 0.00 it +0.60D+W+H 0.147 PASS 0.00 It 0.001 PASS 0.00 ft +0.60D+0.70E+H 0.147 PASS 0.00 It 0.001 PASS 0.00 ft AHJ Structural Engineers,PC Project Title: 1st American Title Structural Consultants Engineer; CH Project ID: 16065 Since 1985 Project Descr. _ Printed:20 MN(2016,10:33MI �StLQ� CO�Utnrl File=C:\Users\CHOLLA�-i\DesktopiFIRSTA-I.EC6 �:�� ENERCALC,INC.1983-2016,Build:6.16.5.11,Ver:6.16,5.11 Licensee 57�h �� Description: C2,C5 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination Base @ Top @ Base a Top ®Base D Only -0,072 .0.072 k k 20.884 k +D+L+H -0.201 -0,201 k k 58.114 k +D+Lr+H -0.072 -0.072 k k 20.884 k +D+S+H -0.130 -0.130 k k 37.724 k +D+0.750Lr+0.750L+H -0.169 -0.169 k k 48.807 k +D+0.750L+0.7508+H -0,213 -0.213 k k 61.437 k +D+W+H -0.072 -0.072 k k 20.884 k +D+0.70E+H -0.072 -0.072 k k 20.884 k +D+0,750Lr+0.750L+0.750W+H -0.169 -0.169 k k 48.807 k +D+0.750L+0.7508+0.750W+H -0.213 -0.213 k k 61.437 k +D+0.750Lr+0.750L+0.5250E+H -0.169 -0.169 k k 48.807 k +D+0.750L+0.750S+0.5250E+H -0.213 -0.213 k k 61.437 k +0.60D+W+H -0.043 -0.043 k k 12,530 k +0,60D+0.70E+H -0.043 -0.043 k k 12.530 k D Only -0.072 -0.072 k k 20.884 k Lr Only k k k L Only -0,129 •0.129 k k 37.230 k S Only -0.058 -0.058 k k 16.840 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0215 in 7.007 ft 0,000 in 0,000 It +D+L+H 0.0601 in 7.007 it 0.000 in 0.000 it +D+Lr+H 0.0216 in 7.007 111 0,000 in 0.000 ft +D+S+H 0.0390 in 7.007 ft 0.000 in 0.000 It +D+0.750Lr+0.750L+H 0.0505 in 7.007 It 0.000 in 0.000 it +D+0.750L+0.750S+H 0.0636 in 7,007 it 0.000 in 0,000 it +D+W+H 0,0215 In 7.007 ft 0.000 in 0.000 0 +D+0.70E+H 0.0215 in 7,007 ft 0.000 in 0.000 It +0+0.750Lr+0.750L+0.750W+H 0,0505 in 7.007 It 0.000 in 0.000 it +D+0.750L+0.750S+0.750W+H 0.0636 in 7.007 ft 0.000 in 0,000 ft +D+0.750Lr+0,750L+0.5250E+H 0.0505 in 7.007 it 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0,0636 in 7.007 It 0.000 in 0.000 it +0.60D+W+H 0.0129 in 7.007 It 0.000 in 0.000 It +0.60D+0.70E+H 0.0129 in 7.007 It 0.000 in 0.000 ft D Only 0,0215 in 7.007 It 0,000 in 0.000 ft Lr Only 0.0000 in 0.000 It 0.000 in 0.000 it L Only 0.0386 In 7.007 It 0.000 In 0.000 it S Only 0.0175 in 7.007 It 0.000 in 0.000 it W Only 0.0000 in 0.000 It 0.000 In 0.000 it 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 It Steel Section Properties : HSS6x6x3116 �lL� AN Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr. Pdnted:20 h1A'(2018,10:33AlA File=C:\UserskCHOLLA-1)DesktcplFIRSTA-I.EC6 [Steei Coi -m n ENERCALC,INC.1983-2016,Build:6.16.5.11,Ver:6.16.5.11 Description: C2,C5 Steel Section Properties : HSS6x6x3116 Depth - 6.000 in I xx = 22.30 inA4 J = 35.000 inA4 S xx = 7.42 1nA3 Width = 6,000 in R xx = 2.370 In Wall Thick = 0.187 in Zx = 8,630 1nA3 Area = 3.980 InA2 I yy = 22.300 1n^4 C = 11.800 inA3 Weight = 14.507 plf S yy = 7.420 inA3 R yy - 2.370 in Yeg = 0.000In o L X 01 to u z rt� F.f Y 6.00in Loads are total entered value.Arrows do not reflect absolute direction. AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Protect Descr. ___ Printed:20 MAY 2016,10:33AM [Wood COlumn File=CAUsersICHOLLA-11DesktopIFIRSTA-1.EC6 ENERCAM,INC.1983.2016,Bulld:6.16.5.11,Vec6.16.5.11 Description:� r�Wt,Y12 Code References Calculations per 2005 NDS, IBC 2009,CBC 2010,ASCE 7.10 Load Combinations Used:2006 IBC&ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixitfes Top&Bottom Pinned Wood Grading/Manul. Graded Lumber Overall Column Height 12.0 ft Wood Member Type Sawn (Used for non-slender calculatlons) Exact Width in Hem Fir 1.50 Allow Stress Modification Factors Wood Species Wood Grade Hem Exact Depth 5.50 In Cf or Cv for Bending 1.30 Fb-Tension 850.0 psi Fv 150,0 psi Area 8.250 inA2 Cf or Cv for Compression 1.10 Ix 20.797 inA4 Cf or Cv for Tension 1,30 Fb-Compr 850.0 psi Ft 525.0 psi ly 1.547 1nA4 Cm:Wet Use Factor 1.0 Fc-Prll 1,300.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi E:Modulus of Elasticity... x-x Bending y-y Bending Axial Cfu:Fiat Kf:Built-up c Factor 1.0 columns 1,0 NOS r5.3.2 Basic 1,300.0 1,300.0 1,300.0ksi Use Cr:Repetitive? No Minimum 470.0 470.0 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=12.0 ft,K=1.0 Applied Loads Service loads entered.Load factors will be applied for calculations. Column self Weight included: 19.044 Ibs`Dead Load Factor AXIAL LOADS.. . Axial Load at 12.0 ft,D=0.2840,L=1,781 k BENDING LOADS... Lat.Uniform Load creatinq Mx-x,W=0.0070 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4976:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y•Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of rax.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at ft above base Applied Axial 2.084 k for load combination: Applied Mx 0.0 k•ft Applied My 0.0 k-ft Along X-X in at ft above base Fc:Allowable 507.70 psi for load combination: Other Factors used to calculate allowable stresses.,. PASS Maximum Shear Stress Ratio= 0.03394:1 Bending Compression Tension Load Combination +D+W Location of max.above base 12.0 ft Applied Design Shear 7.636 psi Allowable Shear 150.0 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 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination 9 Base @ Top @ Base @ Top @ Base Maximum Deflections for Load Combinations Load Combination Max.X•X Deflection Distance Max.Y-Y Deflection Distance AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: AP) I%%I* Printed:20 MAY 2016,10:33AM -- File=Q UsersTHOLLA-MesktcplFIRSTA-1.EC6 Wood Column ENERCALC,INC.1963-2016,13uild:6.16.5.11,Ver.6.16.5.11 114111111 Description: W1,W2 Sketches v K%Loads H Ix O N 2X6 O.Oik 1.50 in Loads are total entered value.Arrows do not reflect absolute direction. �w AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Printed:20 W 2016,10:33AM Wood Column File=C:lUserakCHOLLA-11DesklopTIRSTA-1.EC6 ENMCALC,INC.1983.2016,Build:6.16.5.11,V60.16.5.11 Description: 'N2 Code References Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used:2006 IBC&ASCE 7.05 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width Wood Species Hem Fir 1.50 In Allow Stress Modification Factors Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Sending 1.50 Fb-Tension 850.0 psi Fv 150.0 psi Area 5.250 In^2 Cf or Cv for Compression 1.150 Fb-Compr 850.0 psi Ft 525.0 psi Ix 5.359 in^4 Cf or Cv for Tension 1.50 9844 in^4 Cm:Wet Use Factor 1,p ly 0. Fc-Prll 1,300.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi t Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built Cfu:Fla columns 1,0 rros r5.a2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 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=10.0 ft.K=1.0 Applied Loads _ Service loads entered.Load Factors will be applied for calculations. COlumn self weight included:10.099 Ibs.Dead Load Factor AXIAL LOADS.. . Axial Load at 10.0 ft,D=0,1420,L=0.8905 k BENDING LOADS.. . Lat.Uniform Load creating Mx-x,W=0.0070 k/ft DESIGN SUNIMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6361 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NOS Forumla Comp Only,fc/Fc' 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... AlongY-Y Applied Axial 1.043 k 0.0 in at ft above base Applied Mx 0.0 k-ft for load combination: Applied My 0.0 k-ft Along X-X in at ft above base Fc:Allowable 312.179 psi for load combination: Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04444:1 Bending Compression Tension Load Combination +D+W Location of max.above base 0.0 ft Applied Design Shear 10.0 psi Allowable Shear 150.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination D p Stress Ratio Status Location Stress Ratio Status Location 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 0 Base Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Pr(nted:20 MAY 2018,10:03AM —— File=C:\Users\CHOLIA-1\Desktcp\FIRSTA-1.EC6 Wood Column ENERCALC,INC.1980.2016,8uild:6.16.5.11;Vere.ie.5.1I Description: W2 Sketches - -- Y M.00Loads y X $ hr ii s. * I1 ,t n N' �1 n 1.501n Loads are total entered value. Arrows do not reflect absolute direction. AHJ Engineers,P.C. Title Frist American Title BW 1,BW3 Page: 1 Structural Consultants Job# 1 Dsgnr. CH Date: 20 MAY 2016 maSince 1985 Description.... BW1,BW3 This Wail in File:p:\12\12133-maa-first american titleW3-calculations\first american title.rpx RetalnPro(c)1987-2016, Build 11.16.03.31 License:KW-06057116 Restrained Retaining Wall Code: IBC 2009,AC1 318-08,AC1 530-08 License To:AHJ ENGINEERS Cr{teria Soil Data Retained Height = 11.50 ft Allow Soil Bearing = 1,500.0 psi Wall height above soil = 0.50ft Equivalent Fluid Pressure Method Total Wall Height = 12.00 ft At-rest Heel Pressure = 41.5 psf/ft Top Support Height = 11.50 it Passive Pressure = 318.5 psf/ft Soil Density = 115.00 pcf Slope Behind Wal = 0.00 FootingIlSoil Frictior = 0.400 Height of Soil over Toe = 4.00 in Soil height to ignore for passive pressure = 12.00 in -rz- Thumbnail Surcharge Loads uniform Lateral Load Applied to Stem Adjacent Footing Load 9800120� Now Surcharge Over Heel = 0.0 psi Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs >>>Used To Resist Sliding&Overturning ,.,Height to Top 0.00 It Footing Width _ 0.00 It Surcharge Over Toe = 100.0 psf ...Height to Bottorr = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 It Axial Load Applied to Stem Load Type = Wind(W) Footing Type Llne Load (Strength Level) Base Above/Below Soil Axial Dead Load = 638.0 Ibs at Back of Wall = 0.0 ft Axial Live Load = 979.0 Ibs Wind on Exposed Stem = 18.0 psf Axial Load Eccentricity = 0.0 in Wind acts left-to-right toward retention side. Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier= 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psi Deslgn Summary fl! Concrete Stem Construction Total Bearing Load =- 5,852 Ibs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 4.72 In Wall Weight = 100.0 psf f'c = 2,500 psi Soil Pressure @ Toe = 1,463 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,463 psi OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 759 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 2,947 psf Design Height Above FIG = 11.50 It 4.90 ft 0.00 It Footing Shear @ Toe = 6.0 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = 10.6 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 75.0 psi Reber Placed at = Center Edge Edge Reaction at Top = 922.5 Ibs Rebar Depth 'd' = 4.00 in 5.50 in 5.50 in Reaction at Bottom = 2,327.7 Ibs Design Data - fb/FB+fa/Fa = 0.001 0.905 0,000 Sliding Calcs Mu....Actual - 3.6 ft-# 6,479.8 ft-# 0.0ft-# Lateral Sliding Force = 2,327.7 Ibs Mn*Phi...,.Allowable - 5,069.7 ft-ft 7,162.2 ft-# 7,162.21t-# Shear Force @ this height = 1,463.3 Ibs 2,927.4lbs Shear.....Actual = 30.48 psi 44.36 psi Shear.....Allowable = 75.00 psi 75.00 psi Vertical component of active lateral soil pressure IS Other Acceptable Sizes&Spacings: NOT considered in the calculation of soil bearing Toe:#7 @ 18.00 in -or- Not req'd:Mu<phi*5'lambda*sgrt(f'c)*Sm Heel:#6 @ 16.00 in -or- Not req'd:Mu<phi*5*lambda*sgrt(f'c)*Sm Load Factors - Key: No key defined -or- No key defined Building Code IBC 2009,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 � Seismic,E 1.000 AHJ Engineers,P.C. Title Frist American Title BWt,BW3 Page: 2 Structural Consultants Job# 1 Dsgnr: CH Date: 20 MAY 2016 Since 1985 Description.... BW1,BW3 This Wall In File:p:\12\12133-maa-first american title\03-calculations\first american title.rpx RetainPro(c)1987-2016, Build 11.16.03.31 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,AC1 318-08,AC1 530-08 License To:AHJ ENGINEERS Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0002 in2/ft (4/3)*As: 0.0003 in2/ft Min Stem T&S Reinf Area 2.208 02 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2779 in2/ft (4/3)*As: 0.3706 in2/ft Min Stem T&S Reinf Area 1.268 In2 200bd/fy:200(12)(5.5)/60000: 0.22 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 4n2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.2779 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.7451 In2/ft #6@ 27.50 In #6@ 55.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 0.940 in2 200bd/fy:200(12)(5.5)/60000: 0.22 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.1728 1n2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft ff5@ 19.38 in #5@ 38.75 in Maximum Area : 0.7451 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Strengths&Dimensions Footing Design Results 1 Toe Width = 1.67 ft ee eel Heel Width 2.33 Factored Pressure = 759 2,947 psf Total Footing Widtl' = 4.00 Mu';Upward = 1,477 3,671 ft-# Footing Thickness = 12.00 In Mu':Downward = 536 2,454 ft-# Key Width = 0.00 in Mu: Design - 941 -1,217 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 5.97 10.59 psi Key Distance from Toe = 0.00 it Allow 1-Way Shear = 75.00 76.00 psi f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 1.04 in2 Min.As% - 0.0018 Min footing T&S reinf Area per foot 0.26 in2 At Cover @ Top = 2.00 in @ Btm.= 3.00 in If one layer of horizontal bars: If two layers of horizontal bars: #40 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 In C� AHJ Engineers,P.C. Title Frist American Title BW1,BW3 Page: 3 Structural Consultants Job# 1 Dsgnr: CH Date: 20 MAY 2016 Since 1985 Description.... ma I BW1,BW3 This Wall in File: p:\12\12133-maa-first american title\03-calculations\first american title.rpx RetalnPro(c)1987-2016, Build 11.16.03.31 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,AC1 318-08,ACI 530-08 License To:AHJ ENGINEERS Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing ---h Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs it ft-# Axial Dead Load on Stem = 1,617.0lbs 2.00 it 3,234.Oft-# Soil Over Toe = 63.9lbs 0.83 it 53.2ft-# Adjacent Footing Load = Ibs it ft-# Surcharge Over Toe = 166.7lbs 0.83 ft 138.9ft-# Stem Weight = 1,200.Olbs 2.00 it 2,400,Oft-# Soil Over Heel = 2,204.2lbs 3.17 ft 6,979.9ft-# Footing Weight = 600.0lbs 2.00 ft 1,200.Oft-# Total Vertical Force = 5,851.7lbs Moment = 14,006.0ft-# Net Mom,at Stem/Ftg Interface= -2,302.5 ft-# Allow. Mom. @ Stem/Ftg Interface= 4,476.4 ft-# Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 1,462.9 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. AHJ Engineers,P.C. Title Frist American Title-BW2,BW4 Page: 1 Structural Consultants Job# 3 Dsgnr. CH Date: 20 MAY 2016 Since 1985 Description.... BW2,BW4 This Wall in File:p;\12\12133-maa-first american title\03-calculations\first american title.rpx RetainPro(c)1987.2016, Build 11.16.03.31 r Licenso:KW-06057115 Restrained Retaining Wall Code: IBC 2009,AC1 318-08,ACI 530-08 License To:AHJ ENGINEERS Criteria Soil Data U,.,aR.,o-W Retained Height - 11.50 ft Allow Soil Bearing = 1,500.0 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Total Wail Height = 12.00 ft At-rest Heel Pressure = 41.5 psf/ft Top Support Height = 12.00 ft Passive Pressure = 318.5 psf/ft Soil Density = 115.00 pcf Slope Behind Wal = 0.00 FootingIlSoil Frictlor = 0.400 Height of Soil over Toe = 4.00 In Soil height to Ignore for passive pressure = 12.00 in Fi,mn Thumbnail Surcharge Loads Uniform Lateral Load Applied to Stern Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs >>>Used To Resist Sliding&Overturning ,,,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,,.Height to Bottorr = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Load Type = Wind(W) Footing Type Line Load (5trengtn Levei) Base Above/Below Soil Axial Dead Load 268.0 Ibs - 0.0 ft Axial Live Load = 290.0 Ibs Wind on Exposed Stem= 18.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier= 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary -_Concrete Stem Construction Total Bearing Load = 3,249 Ibs Thickness = 8.00 in Fy = 60,000psi ...resultant ecc. = 2.94 in Wall Weight = 100.0 psf fc = 2,500 psi Soil Pressure @ Toe = 1,446 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1.446 psf OK Allowable = 1,500 psf Mmax Between Solt Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 617 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 2,957 psf Design Height Above FtE = 12.00 It 4.99 ft 0.00 ft Footing Shear @ Toe = 0.3 psi OK Reber Size = # 5 # 5 # 5 Footing Shear @ Heel = 4.3 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 75.0 psi Rebar Placed at = Center Edge Edge Reaction at Top = 1,082.4 Ibs Rebar Depth 'd' = 4.00 in 6.00 in 5.50 in Reaction at Bottom = 2,618.0 Ibs Design Data - fb/FB+fa/Fa = 0.000 0,941 0.000 Sliding Calcs Mu....Actual = 0.0 ft-# 7,397.8 ft-# 0.0ft-# Lateral Sliding Force - 2,618.0lbs Mn'Phi.....Allowable = 5,069.7ft-# 7,859.7ft-# 7,162.2ft-# Shear Force @ this height = 1,798.5 Ibs 3,258.8lbs Shear.....Actual = 37.47 psi 49.38 psi Shear.....Allowable = 75.00 psi 75.00 psi Vertical component of active lateral soil pressure IS Other Acceptable Sizes&Spacings: NOT considered in the calculation of soil bearing Toe: #7 @ 18.00 in -or- Not req'd:Mu<phi"5"lambda"sgrt(f'c)"Sm Heel:#6 @ 16.0D In -or- Not req'd:Mu<phi'5'lambda"sgrt(f'c)`Sm Load Factors - Key: No key defined -or- No key defined Building Code IBC 2009,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1. 00 Seismic,E 1.000 AHJ Engineers,P.C. Title Frist American Title-BW2,BW4 Page: 2 Structural Consultants Job# 3 Dsgnr: CH Date: 20 MAY 2016 Since 1985 Description.... BW2,BW4 This Wall in File: p:\12\12133-maa-first american title\03-calculations\first american title.rpx RetainPro(c)1987-2016, Build 11,16.03.31 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,AC1 318-08,AC1 530-08 License To:AHJ ENGINEERS Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in21ft Min Stem T&S Reinf Area 2.304 in2 200bd/fy:200(12)(4)/60000: 0.161n2/ft Min Stem T&S Reinf Area per it of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft 95@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #60 27.50 in 96@ 55.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2894 in2/ft (4/3)*As: 0.3858 in2/ft Min Stem T&S Reinf Area 1.346 in2 200bd/fy:200(12)(6)/60000: 0.24 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.2894 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 In2/ft #5@ 19.38 in #5@ 38.76 in Maximum Area: 0.8128 in2/ft #60 27.50 In #60 55.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 0.958 in2 200bd/fy:200(12)(5.5)/60000: 0.22 in2/ft Min Stem T&S Reinf Area per It of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.1728 in2/ft #4@ 12,50 in #40 25.00 in Provided Area: 0.31 In2/ft #5@ 19.38 in #50 38.75 in Maximum Area: 0.7451 in2/ft ##6@ 27.50 In #6@ 55.00 In Footing Strengths&Dimensions __Footing Design Results Toe Width = 0.79 ft Loa Heel Heel Width = 1.46 Factored Pressure = 617 2,957 psi Total Footing Wicitt = 2.25 Mu':Upward = 278 837 ft-# Footing Thickness = 12.00 in Mu':Downward = 71 602 ft-# Key Width = 0,00 in Mu: Design = 208 -236 ft-9 Key Depth = 0.00 in Actual 1-Way Shear = 0.35 4.29 psi Key Distance from Toe = 0.00 It Allow 1-Way Shear = 75.00 75.00 psi f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 0.58 in2 Min.As% - 0.0018 Min footing T&S reinf Area per foot 0.26 in2 At Cover @ Top = 2,00 in @ Btm.= 3.00 in if one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.261n #4@ 18.52 in 45@ 14.35 in #5@ 28.70 In #6@ 20.37 in 96@ 40.74 in AHJ Engineers,P.C. Title Frfst American Title-BW2,BW4 Page: 3 Structural Consultants Job# 3 Dsgnr: CH Date: 20 MAY 2016 Since 1985 Description.... BW2,Bwa This Wall in File: p:\12\12133-maa-first american title\03-calculations\first american title.rpx RetalnPro(c)1987-2016, Build 11.16.03.31 License:KW-o6057115 Restrained Retaining Wall Code: IBC 2009,AC1 318-08,AC1 530-08 License To:AHJ ENGINEERS Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 79.Olbs 1.85 It 146.3ft-# Axial Dead Load on Stem = 558.Olbs 1.12 It 626.9ft-4 Soil Over Toe = 30.3lbs 0.40 It 12.011-# Adjacent Footing Load = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-4 Stem Weight = 1,200.O1bs 1,12 It 1,348.2ft-4 Soil Over Heel = 1,045.O1bs 1.85 ft 1,935.2ft-# Footing Weight = 337.1 Ibs 1.12 It 378.7ft-# Total Vertical Force = 3,249.41bs Moment = 4,447.3ft-4 Net Mom.at Stem/Ftg Interface= -796.7 ft-# Allow. Mom. ® Stem/Ftg Interface= 4,476.4 ft-# Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 1,446.1 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.. AHJ Engineers,P.C. Title BW6;12'retained ht Page: 1 Structural Consultants Job# 6 Dsgnr: CH Date: 20 MAY 2016 Since 1985 Description.... rlF This Wall in File:p:\12\12133-maa-first american title\03-calculations\first american titte.rpx RetainPro(c)1987-2016, Build 11.16.03.31 License:KW-06057115 Cantilevered Retaining Wail Code: iBC 2009,AC1 318-08,AC1 530-08 License To:AHJ ENGINEERS Criteria Soil Data ' Retained Height = 11.17 ft Allow Soil Bearing = 1,500.0 psi Wall height above soil = 0150 it Equivalent Fluid Pressure Method Active Heel Pressure - 41.5 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 4.00 in Passive Pressure = 318.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 115.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem V Adjacent Footing Load Surcharge Over Heel - 0.0 psf Lateral Load = 0.0#/it Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ,..Height to Top = 0.00 It Footing Width = 0.00 it Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type Wind(V�!) Wall to Ftg CL Dist = 0.00 it = Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load _ 495.0 Ibs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 415.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.95 OK Wall Material Above"Ht' = Concrete Slab Resists All Sliding I Design Method - LRFD Thickness = 8.00 Total Bearing Load = 5,613 Ibs Rebar Size = # 5 ...resultant ecc. = 10.02 in Rebar Spacing - 6.00 Soil Pressure @ Toe = 1,449 psf OK Rebar Placed at _ = Edge Soil Pressure @ Heel = 214 psf OK Design Data - _ 1,500 p fb/FB+fa/Fa _ 0.965 psi Allowable = Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,028 psf Service Level Ibs= ACI Factored @ Heel = 300 psi Strength Level Ibs= 4,142.3 Footing Shear @ Toe = 35.6 psi OK Moment....Actual Footing Shear @ Heel = 16.2 psi OK Service Level ft-4= Allowable = 75.0 psi Strength Level ft-#= 15.423.3 Sliding Calcs Moment.....Allowable = 15,987.4 Lateral Sliding Farce = 3,158.0 Ibs Shear.....Actual Service Level psi= Strength Level psi= 55.8 Shear.....Allowable psi= 94.9 Wall Weight psf= 100.0 Rebar Depth 'd' In= 6.19 Masonry Data I'm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' _ NOT considered in the calculation of soil bearing Short Term Factor = Load Factors Equiv.Solid Thick. _ Building Code IBC 2009,ACI Masonry Block Type = Medium Weight Dead Load 1.200 Masonry Design Method = ASD Live Load 1.600 Concrete Data - Earth,H 1.600 f'c psi= 4,000.0 Wind,W 1.000 Fy psi= 60,000.0 Seismic,E 1.000 AHJ Engineers,P.C. Title BW6-12'retained ht .Page: 2 Structural Consultants Job# 6 Dsgnr: CH Date: 20 MAY 2016 Since 1985 Description.... This Wall in.File:p:\12\12133-maa-first american title\03-calculations\first american title.rpx RetainPro(c)198772016, Build 11.16.03.31 License,.KW06057115 Cantilevered Retaining Wall Code: IBC 2009,AC1318-08,AC1530-08 License To:AHJ ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.584 in2/ft (4/3)`As: 0.7787 in2/ft Min Stem T&S Reinf Area 2.241 in2 200bd1fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.584 In2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.62 in2/ft #5@ 19.38 in #5@ 38.76 in Maximum Area: 1.3411 in2/ft #6@ 27.50 In #60 55.00 in Foo intint g Dimensions & Strengths, Footing Design Results Toe Width = 4.25 ft Toe Heel Heel Width = 2.50 Factored Pressure = 2,028 300 psi Total Footing Width = 6.75 Mu':Upward = 15,043 767 ft-# Footing Thickness 14.00 in Mu':Downward = 2,312 2,943 ft-# Key Width = 0.00 in Mu: Design = 12,731 2,176 ft-4 Key Depth = 0.00 in Actual 1-Way Shear 35.49 16.16 psi Key Distance from Toe - 0.00 It Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = #7 @ 16.00 In ft = 2,500psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @Top 2.00 @ Btm.== 3.00 in Toe: #4@ 6.48 in,#5@ 10.04 in,#6@ 14.25 in,#7@ 19.43 in,#8@ 25.59 in, #9@ 32 Heel:Not req'd:Mu<phi'S'lambda'sgrt(f'c)'Sm Key: No key defined Min footing T&S reinf Area 2.04 in2 Min footing T&S reinf Area per foot 0.30 in2 At If one layer of horizontal bars: If two layers of horizontal bars: #40 7.94 in #40 15.87 in #5@ 12.30 in #50 24.60 in #6@ 17,46 in #6@ 34.92 in Summary of Overturning &Resisting Forces& Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 3,158.0 4.11 12,986.4 Sol]Over Heel - 2,355.0 5.83 13,737.5 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 495.0 4.58 2,268.8 Load @ Stem Above Soil= 'Axial Live Load on Stem = 415.0 4.58 1,902.1 Soil Over Toe = 2.13 Surcharge Over Toe = Total 3,158.0 O.T.M. 12,986A Stem Weight(s) = 1,167.0 4.58 5,348.8 Earth @ Stem Transitions= = Footing Weighs = 1,181.3 3.38 3,986.7 Resisting/Overturning Ratio = 1.95 Key Weight = Vertical Loads used for Soil Pressure= 5,613.3 Ibs Vert.Component Total= 5,198.3 Ibs R.M.= 25,341.8 Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 456 AHJ Engineers,P.C. Title BW6-12'retained ht Page: 3 Structural Consultants Job f# 6 Dsgnr: CH Date: 20 MAY 2016 Since 1985 Description.... This Wall in File: p:\12\12133-maa-first american title\03-calculations\first american title.rpx RetainPro(c)1987-2016, Build 11,16.03.31 License:KW-06057115 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,AC1 530-08 License To:AHJ ENGINEERS Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal DO @ Top of Wall(approximate only) 0.070 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. LEG-�ND rw M O Qrf<o� 'Tr10 ICE It> O co �� FFF ,T� d� cvP.pw.aG moe D7� aiarn2�nm uw. fA:,G r11Lb11A,,., " �• I^ ' ------ _ - ® rfi'OL.W I _ FGFa ■ ii Li c�rnro>twi�' I 0 �l uWl.At kt.o StL 6 I I �-�• I - I � ~ 2 A I uxrx wIaT } 1_ I - aexx _ 9 { NA w.tFn t(rE 4 ��✓ b LLr ea I •`p p-T�a�' i Q I-I -�- I v I WW o j aN � _..— N1N1—m6Y i a III" tr 'ayl T3 I I I y w.r. IULLIWT me i >iAwla w .uT — I ® Q WERacAM3 v � 21 Li r ti �0 ccr .xx a Lu 0 „a O u z U Q A n Q ty O O I 1 ` U 0 FE v:G b� e:>r to u>• >•P r >av ra` �yl W.i J z I'� Ind Y ti? GXCa CtFICE "'¢ .T'+ MAIN LEVEL j ~�J '� 0 �� J^_•~ � IY"' `ti7 __ - p FLOOR PLAN r<,.z END i v 3 Yy' 6'! G:i' Tl <a' V-f ttit ('l J' .. _ •. hA' ••<l �<Y Pa'-- Yy' -N_ u� o 4W . � CM'lla 7oCt 4V,A MAIN FLOOR PLAN N 'YWT b,,ab AREA; va'.Fn sF n aA100"AREA Awn � �_ _._ ___ I � � i I I LI Ifl I I IIII I I III Ii II I _. .- I -_r_T_ I 1 I I I i I II illl 1l II I I I i CIA .. i L 11 1 1 I I I I I I I III II I I - � f 7. Mill ny� AHJ N0. G U DATE: SHEET NO. z PROJECT BY:/gal ref, AHJ ENGINEERS, PC - -- -- STRUCTURAL CONSULTANTS r o 1 /�r�� rta yr a+• yr rn p a LEGEND ———————— ------.--. I •6raN'..� I � G r 6CClCFlIRYIYt ® ev tn'wwmG ow r------------ --- ——— - -- -- e� TN FI'OG W YarD rrnl.l[gY+pvre r� rr.nw.c.¢.roP f�ea eia�u.,u.enn i I p rxi eRBCT.Y0..N? I I elm Yl��' 1 IL—_--1 rw nwrm NFs MprePYCN ,.. ns� J. �.• , r•-r s.s FE ro r-r i 79 Ile 7 II d I I I orw;crcm I I w.rwcat r oa ltl G ll I ZZLL o II I u o eTOpaE _ rpp� W J J BASEMENT I I I FLOOR PLAN I . r.r inm as r yr z� e•�• ea• x� Me• PYi" b•J' Itl. eY.J• ® wu 1att BASEMENT FLOOR PLAN WALL, ua.r-W A101 i _.... _- - ---- - - -- - _ - - _ _ _------- .1 TFTF---T --J III T rr TF — {. ifie ct - �- 6.1 T I tj le- III I f I I t ��- -1-14-f-1- --'..-� _ ! ' I *r„ AHJ N0. DATE: ,i ,l� SHEET NO. PROJECT BY: �- 11� { w*� '4n �V .+r5 'Lb '�l t.•�. �`��\�'4'" 1` Al-Ij ENGINEERS, PC - - — STRUCTURAL CONSULTANTS - � - ... i -h - I_1A -j .- r_ �._ t L 1 H. _......_I__- _ _ _ __ -!- -i AHJ N0. E bG�a _ DATE: SHEET NO. ';4 t�arr Lam; h4 PROJECT - ��� jl� � �'+s��7-� �� .fi�,,` :i •: � BY: AHJ ENGINEERS,PC - ------ -- _ CA STRUCTURAL CONSULTANTS f d I j 0i �N 6 Ail i • 4 I J F I I I i tt 7-7 AHJ NO. �toatas 1�� DATE: SHEET NO. PROJECT BY: 444 AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS AHJ Structural Engineers,PC Project Title: Structural Consultants Engineer: Project ID; Since 1985 Project Descr: Prinled:l7 h1AY 2018,2:08PM File=C:lUsersICHOLLA-11Desktop\FIRSTA-I.EC6 IBC 2012�1609.6,Alteenate All-Heights..Wlnd ENERCALC,INC,1983.2016,Build:6165..11,Ver6.16,5.1I 4 WWI r.r r Description; Wind Analytical Values Calculations per IBC 2012 1609.6 User verified these IBC 2012 All-Heights Wind Method limitations: Analytical Values... 1609.6.1 (1): Total Height<=75 it with(Height/Least Width)<=4 Exposure Category,ASCE 7.10 Sect 26.7.3 Exposure C -or- Fundamental frequency>= I hertz Mean Roof Height 15.0It 1609.6.1(2): Not sensitive to dynamic effects Topographic Factor per ASCE 7.10 Sec 26.8.2 1609.6.1(3): Site not affected by channelinglbuffeting from upwind items KI = 0.250 K2 = 1.0 K3 = 1.0 1609.6.1 (4): Simple diaphragm building per ASCE 7.10 Sec 26.2 Force Kzt to 1.0 per ASCE 7-10 26.8.2 _ Yes 1609.6.1 (5): Aware of ASCE 7 provisions for open buildings,multispan gable Topographic Factor Kzt = (1+Ki`K2'K3)^2 1.000 roofs,stepped roofs,sawtooth roofs,domed roofs,roofs with V:Basic Wind Speed 115,0 mph slopes>45 deg,solid free standing walls&signs. per ASCE 7-10 26.5.1 1609.6.4.1 : Aware of need to check torsion per ASCE 7 Fig.27.4.8 MWFRS Table per IBC 2012 1609.6.2, Section 1 Desfgn Pressure P = 0.00256 V^2 K C K et zt WINDWARD WALLS&PARAPETS ----------------------------WALLS----------------------------- ---------------PARAPETS Pef----------- Kz based on ibc 20121609.6.4.2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -Internal +Internal -Internal Enclosed Partially Enclosed 0-15, 0.850 12.41 21.07 3.17 30.30 36.94 36.94 20' 0,900 13.14 22.31 3.36 32.08 39.11 39.11 25' 0.940 13.72 23.30 3.51 33.51 40.85 40.85 30' 0.980 14.31 24.29 3.66 34.93 42.59 42.59 40' 1.040 15.18 25.77 3.88 37.07 45.19 45.19 50' 1.090 .15.91 27.01 4.07 38.86 47.37 47.37 60, 1.130 16.50 28.01 4.22 40.28 49.11 49.11 70' 1.170 17.08 29.00 4.37 41.71 50.84 50.84 80' 1.210 17.66 29.99 4.62 43.13 62.58 52.58 90, 1.240 18.10 30.73 4.63 44.20 53.89 53.89 100, 1,260 18.39 31.23 4.71 44.92 54.75 54.75 Enclosed Partially Enclosed LEEWARD&SI DEWALLS +Internal -Internal +Internal -Internal Kz based on IBC 20121609.6.4.2 Item 2 0.850 Leeward Wall -14.72 -6.06 -23.95 3.17 Side Wall -19,05 -10.10 -27.99 1.15 Parapet Wall:Leeward Both Directions -24.53 Both Directions -24.53 AHJ Structural Engineers,PC Project Title: Structural Consultants Engineer: Project ID: Since 1985 Project Descr: Printed:17 MAY 2018,2:08PM IBC 2M21609AAlternate All.Hei Heights Wind Fae=c:lUserslCHOILA-ld.6i6.5.1 RSTA-1.EC8 g ENERCALC,INC:1983 2018,8u�d:6.18.5.11,Ver:6.i6.6.11 Description: Wind MWFRS per IBC 2012,Table 1609.6.2 Section 1 Kz per IBC 20121609.6.4.2 Item 2 = 0.850 Design Pressure P = 0.00256 V^2 K n K et zt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof -19.05 -10.10 -27.99 •1.15 Windward Roof Slopes Slope<2:12 (10 deg) Condition 1 -31.45 -22.80 -40.69 -13.56 Condition 2 -8.08 0.58 -17.31 9.81 Slope<4:12 (18 deg) Condition 1 -21.07 -12.12 -30.01 -3.17 Condition 2 -1.44 7,21 -10.68 16,45 Slope<5:12 (23 deg) Condition 1 -16.74 -8.08 -25.97 1.15 Condition 2 0.87 9.81 -8.37 18.76 Slope<6:12 (27 deg) Condition 1 -13.56 -4.62 -22,51 4.33 Condition 2 1.73 10.68 -7.21 19.62 Slope<7:12 (30 deg) Condition 1 -10.68 -1.73 -19.62 -7.50 Condition 2 2.02 10.68 -7.21 19.91 Slope<9:12 (37 deg) Condition 1 -7.79 1.15 -16.74 10.10 Condition 2 4.04 12.70 -5.19 21.93 Slope<12:12 (45 deg) 4.04 12.70 -5.19 21.93 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -31.45 -22.80 .40.69 -13.56 Roof& Overhang Components&Cladding per IBC 2012 Table 1609.6.2, Section 2&3 Design Pressure P = 0.00256 V^2 K n K et zt Description Continuity Item Type Elf.Area Kz Enclosed Partially ft 2 Enclosed Discontinuity Present Gable or hip @ ridges,eaves,rakes,Slope<6:11 100.00 0.850 +: 11.83 20,78 : -33.76 -43.00 Wall&Parapet Components&Cladding per IBC 2012 Table 1609.6.2, Section 4&5 Design Pressure P = 0,00256 V^2 K n K et zt Description Continuity Item Type Z,Ht.Above velGround Ell.ft Area Kz Enclosed Partially a iallyd Discontinuity Present Wall Elements,h<=60 it 15 33.00 0,85 +: 28.52 37.74 -37.98 -47.21 6�s AHJ Structural Engineers,PC Project Title: Structural Consultants Engineer: Project ID: Since 1985 Project Descr; Printed:17 MAY 2016,2:16PM ASCE Seismic Base Shear = 2oO sins steiT lveTs asii File C:4llsersl t.11 •. ENERCALC,INC.: 9A3• Seismic Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: 'If';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 = i ASCE7.10,Page 5, Table 1.5.2 Gridded Ss&Sivalues ASCE-7-10 Standard ASCE 7.10 11.4.1 Max:Ground Motions,5%Damping: Latitude = 42,589 deg North SS = 0.2016 g,0.2 sec response Longitude = 114.450 deg West S 1 = 0.07940 g,1.0 sec response Site Class,Site Coeff.and Design Category Site Classification 'D':Shear Wave Velocity 600 to 1,200 0/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 = 0.323 ASCE 7.to Eq. 11.4.1 S MI=Fv"S1 = 0.191 ASCE7.10 Eq.11.4.2 Design Spectral Acceleration S DS S MS213 = 0.215 ASCE7.10 Eq.11.4.3 S Di=S M 1213 - 0,127 ASCE 7.10 Eq. 11.4.4 Seismic Design Category = B 4SCE7-10 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 wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" 6.80 Building height Limits: System Overstrength Factor 'We" - 3.00 Category'A&B'Limit: No Limit Deflection Amplification Factor'Cd° = 4.00 Category'C"Limit: No Limit Category'D"Limit: Limit=65 NOTEI 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 Drovisions of ASCE 71012 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 = 25.0 it 'x"value = 0.75 "Ta'Approximate fundemental period using Eq.12.8.7 ; Ta=Ct'(hn A x) = 0,224 sec 'TL':Long-period transition period per ASCE 7.10 Maps 22.12 >22.16 6.000 sec Building Period'Ta'Calculated from Approximate Method selected 0.224 sec "Cs"Response Coefficient . ASCE740 Section 12.8.1.1_ S DS:Short Period Design Spectral Response = 0.215 From Eq.12.8.2, Preliminary Cs _ 0.033 °R I:Response Modification Factor = 6.50 From Eq.12.8-3&12.8.4,Cs need not exceed = 0.087 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8.6, Cs not be less than = 0.010 Cs:Seismic Response Coefficient = = 0.0331 Seismic Base Shear __ _ _ ASCE7-10 Section 12.8.1 Cs = 0.0331 from 12:811 W(see Sum Wt below) = 124.40 k Seismic Base Shear V= Cs'W = 4.12 k AHJ Structural Engineers,PC Project Title: Structural Consultants Engineer: Project ID: Since 1985 Project Descr: Printed:17 MAY 2016,2:16PM File=C:\Users\CFIOLLA-11DesktoplFIRSTA=1.EC6 ASCE,Se1sm1C Base Shear ENERCALC;INC.,19a3.2016 Buiid:6.16.5.i1,Ver.6.16.5.11 f Vertical Distribution of Seismic Forces ASCE7-10 Section 12.8.3 'k':hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wj:Weight Hi:Height (WI*Hi)Ak Cvx Fx=Cvx"V Sum Story Shear Sum Story Moment _ 1 124.40 12.00 1,492.80 1.0000 4.12 4.12 0.00 Sum Wi= 124.40 k Sum Wi*Hi = 1,492.80 k-ft Total Base Shear= 4.12 k Base Moment= 49.4 k-ft Diaphragm Forces:Seismic Design Category"B"to"F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum W Fpx:Calcd Fpx:Min Fpx:Max Fpx Dsgn.Force 1 124.40 4.12 4.12 124.40 4.12 5.35 10.70 5.35 5.35 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 D3I*Wpx MAX Req'd Force @ Level........ 0,40*S DS*I*Wpx Fpx:Design Force @ Level....... Wpx*SUM(x->n)Fi ! SUM(x->n)wi, x=Current level,n=Top Level Nola� !6 Txb rlrL bIW YIW. I a tt{ r-t oeri y 1 1 -- �aJmof i'S 'YYu.rlloc ; r� 7 t-.-, _ I: _-- -_'•`-' F, tl) �s 3� ; z✓ I �.,. u i O o -a MM Q 1 xn aar S r4�, V — ' Y.i T-S 1 a 4 CRiS b �-i° r ¢ I W u I Y I i6J rJ. I 1 I ® I Q I J4N1CH rSb 9 �_� O I .r. marn4 'i rw.rwnnal w.rwar � ff O wcues,rwru t �( I rILI u FE u-v .•c �o s-r °•-ia � S Ya Q� � ID MAIN LEVEL FLOOR PLAN f yxu.lr 01— b'1 Yy' /l Yy ¢'-C b'f Sl tl°t-Y y.t• . - - TJ• IdAYP qqlI,^,�� ae> x.• tVW •N�� nWa„ aw-Is° MAIN FLOOR P AN KTM.M6 eeue, w•,r_ � ECR V4 sFd. % Al 00« V II ! } ! i I_ :Ij � ' I ICI ; IIIII ; I _ i I =. ; I 11 II ; �. II It L '�� p��c'�;ck., : i I I. ( .i .: . . I .._ .� �� 3� ( I i I ; } IIi � ; � � 1 '. � L j I i ! i }.. ul o"21kii [A T L_L ._, ..�. i } .�}. i I i.. I ,.. L � I ,. ' I ' I I ' ' + ' I } ' ! + I � - I ......... J I Ir ' � Il � I I } ' I � I I ! jf 1 .. i � � j } I I . . • I I I �._... ;__'_ ; I + I- , � � I i � I � 1 , i I F I I I i. .I i a , 1 , , � , , ; , - ICI ; , � I � I � i : � , .......... AHJ NO. DATE: SHEET No. �Aj PROJECT BY: A 101 AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS Perforated Shear Wall with wood panels: (SDPVrS-2608) Grid Line: Grid A P,, s Pier No., P W= 8946 lbs.. .'Pselsmw _ 144 s x L= 38 ft \l I1(ft) 11,aciar9(f1) End Post: Sheathing properties b= 3 In. long dimenston across the studs d= 5.5 in. Span rating: 24/0 E= 1600000 psi t= 7116 in. Stud properties: Ga= 15 Ibs/in Stud Spacing: 16 In.o.c. da= 0.081 in. Wood species: Doug.Fir Type= OSB in. G= 0.5 Perforated Method:(SOPVNS•2008 Chapter 4.3) Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pier no.12 11(it)= 18 9 4 0 0 0 0 0 0 0 0 0 H(ft)= 14 14 14 0 0 0 0 0 0 0 0 0 h1(ft)= 5 5 5 0 0 0 0 0 0 0 0 0 Aspect ratio: 719 1 6/9 31/2 ND1V/01 ODIV/01 NDIV/01 HDIV/01 NDI`//O! #DI1d0! UDIV/0! NDIV/01 #DIV/O! Max.Opening Height h/2 %of full height sheathing 82% C,= 0.91 Wlnd .d stxar(pif)= 288.6 288.6 288.6 288.6 288.6 288.6 288.6 288.6 288.6 288.6 288.6 288.6 WlndO-.d stear(p1 317.1 plf Wfnd wipe_are 6'o.c. 4V/ndwe,h r;,(Ibs.)= 3110 Ibs:at the end of each panel Wlnddgi. (trf)= 0.387 in. Wlndytn(plf)= 317 pit Se/sk"10 (plt)- ; 89.5 plf ; Sersmlc� a�= i O.C. S®lsmicw�h;R R(Ib ) 614;Ibs at the.end of each'panel ;1 Seismic , (in} 0135 in Seismic�n(bif) 89 plf Hold-down size User Notes; 1)Nails:ed commons 5)Table 2306.3 is increased by 4(M for wind leads per section 2306.3 2)Field Nailing:8d 0 12'b.c. 6)Limitations per SDPWS-2008 section 4.3.5.3.3.7 are built into the spread shoot 3)All panel edges shall be blocked per SOPWS-2008 section 4.3.7 7)Uplift calculation per SDPWS-2008 section 4.3.6.4.1 4)Deflection calculation per IBC section 2305.3 and SDPWS-2008 4.3.2 6)Ded toad shall Include the 0.6'Dead load for allowable stess combination EQ.16-14 1� Shear Wall with wood shear panels: (SDPV,S-2003) Mark: Grid B P- Pier No._ P„*,d= 8321 lbs.ASD ! ' .Paewrac•_, .1442 16 ASO,. Diaphragm Length= 30 ft 11(ft) II dq(it) PMN . �fI L(it) End Post: Sheathing properties: F b= 3 In. short dimension across the studs d= 5.5 In. Span rating: 2410 E- 1600D00 psi t= 7/16in. Stud properties: Ga= 13 kips/in Stud Spacing: 16 in.o.c. da= 0.081 In. Wood species: Doug.Fir Type= OSB G= 0.5 Segment Method,(SDPWS-20o8 Chapter 4.3) Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pier no.12 I1(ft)= 6 4 4 4 H(ft)= 14 14 14 14 hr(ft)= 5 5 5 5 dead Ioad(pl1)= 100 100 100 100 Aspect ratio 2 1/3 31/2 3 112 3112 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 Wlncialio..edshw(pit)= 437.7 474.6 474.6 474.6 #DIWO! #DIV/OI #DIV/01 #DIWOI #DIVI01 #DIV/01 #DIWO1 #DIV/01 Winded,naitNq= 4"O.c. 4".o.0. 4"o.c; 4"o.c. #DIWOI #DIV/01 #DIV/O! #DIV/01 #DIV/O! #DIWOI #DIWOI #DIWOI Windage h R nq(Ifis.)= 6410 7418 7418 7416 0 0 0 0 0 0 0 0 WinddarGer;(in)= 0.721 0.893 0.893 0.893 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 of load per panel 0.316 0,228 0.228 0.228 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SelSmrCa+oaxl siicar(Plf) 88.5 143.9� 143 9 143 9 #DIV/01 NDIV/0! #DIV/Ot #DIV/01 -#DIV/01'i'NDIV/01 " #DIV/01 461V/01"'j Seismrc qa�a;;q 6 o.c. > 6 o.c. 6"o c 6"6.c, #DIV/0! #DIV/0! #DIV/01 . 1=101 #DIV/Or ^:#DiV/0!:, #DIVl01_` #DNIO!.;i; Seismrco "",,;9(Ibs)= 883 1141 it41 1141" 0 0 0 0 0 0 0 iSelsmrcder cro�(iN- 0.28 1 0 38J 0,389 0 389 0.000 0 000 0 000 0 000 0 000 0 OCO 0 000 :0.000'. ?OT TOW AdOVe 0 Tofaf OT Force _ _";..6410_: . 7418. 7418, .:�, d._' .. .: Hold-doom size am User Notes: 1)Nails: 8dcommons 2)Field Nailing: 8d Q 12'o.c. 3)All panel edges shall be blocked per section 4.3.7 of SDPWS-2008. 4)Dellectlon calculation per section 4.3.2 of the SDPWS-2008. 5)Table 2306.3 Is Increased by 40%for wind loads per IBC section 2306.3.Table 4.3A of SDPW3- 2008 Is already Increased by 40%for wind. 6)Dead load shall Include the 0.8•Dead load for allowable Bless combination EC.15-14&16.15 l�l Perforated Shear Wall with wood panels: (sDPVIS•2008) Grid Line: Grid B P.„a,_ Pier No._ P au 6423 812 Ibs r 3�$ bry t , _,:...... PwrwNe•, 11132241b9 � �,w-❑ a � ryiir��~ �f px L= 30 ft lllroce�:na(h),I End Post: Sheathing properties �l � IL(h) b= 3 in. long dirnension across the studs d= 5.5 in. Span ra8ng: 24/0 E= 1600000 psi t= 7/16 In. Stud properties: Gam 15 IbsAn Stud Spacing: 16 in.O.C. da= 0.081 In. Wood species: Doug.Fir Type= OSB In. G= 0.5 Perforated Method.(SDPWS•2008 Chapter 4.3) Pler no.1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier no,9 Pier no.10 Pier no.t 1 Pier no.12 It(ft)= 6 4 4 0 0 0 0 0 0 0 0 0 H(ft)= 14 14 14 0 0 0 0 0 0 0 0 0 hr(ft)= 5 5 5 0 0 0 0 0 0 0 0 0 Aspect ratio: 21/3 3112 31/2 1)DIV/01 NDIV/01 #DIV/01 NDIV/0l NDIV/0l #DIV/01 NDIV/01 NDIV/01 HDIV/01 Max,Opening Height W2 %of full height sheathing 47%, Ce= 0.79 N//nda awaisraar(plo= 4W.8 458.8 458.8 458.8 458.8 458.8 458.8 458.8 458.6 458.8 458.8 458.8 Wlnd„I,„.a4,h„r(piq= 580.8 pit Wlnd,ga nr o= 3'o.c, Wind-,,,,r,;,o(lbs.)= 4063 Ibs:at the end of each panel N/lnde,r«uco(tn)= o.741.fn. Wind�gn(Pl�= 581 pit . Se/3mlcul,„;� �u(plt) 176,1:pif F SBI�mh eeceneanu 6 S ri c Seismlewa ti ,�(lbs) 12153 ltis at 410 eitd Af each panel j t Selsm/c «e�,(In) 0281:iri. s Selsmhi,nn(p10 17G'pif ' Hold-down size User Motes: 1)Malls:8d commons 5)Table 2306.3 Is Increased by 40%for wind loads per section 23o6.3 2)Feld Mailing:8d 0 12'o.c. 6)Limitations per SDPWS-2008 section 4.3.5.3.3,7 are built into the spread sheet 3)All panel edges shall be blocked per SDPWS•2008 section 4.3.7 7)UPlill c6lcolallOn per SDPWS-2008 section 4.3.6.4.1 4 collection calculation per ISO section 2305.3 and SDPWS-2008 4.3.2 6 Dead load shall Include the O.B'Dead load for allowable Sias$combination EQ.16.14 �62 Perforated Shear Wall with wood panels: (SDPWS•2006) Grid Line: Gf!d B Pw w, Pier No._ P,ms= 6407.171bs. P,s1„yra 1110.34.Ibs. T L= 30 it End Post: Sheathing properties (ftt b= 3 in. long dimension across the studs d= 5.5 In. Span rating: 24/0 E= 1600000 psi t= 7/16 In. Stud properties: Ga= 15 ibsrn Stud Spacing: 16 In.o.c. da= 0.081 in. Wood species:Doug.Fir Type= OSB In. G. 0.5 Perforated Method:(SDP'NS-2008 Chapter 4.3) Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pier no.12 I,(ft)= 6 4 4 0 0 0 0 0 0 0 0 0 H(ft)= 14 14 14 0 0 0 0 0 0 0 0 0 ht(ft)- 5 5 5 0 0 0 0 0 0 0 0 0 Aspect ratio: 2 1/3 3 112 31/2 #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIV/0! #DIV/0! #DIV/O! 9DIV/01 #DIV101 Max.Opening Height hl2 %of full height sheathing 47% C,= 0.79 W1ndy,a,,,dst„(pt)= 457.7 457.7 457.7 457.7 457.7 457.7 457.7 457.7 437.7 457.7 457.7 457.7 1171nd,ta,,,sd s„,(pif)= 579.3 pit Wlnd,d%e nsitNe 3°O.C. W1nd_,,4,r;,q(!bs.)= 4042 lbs.-at the end of each panel Wlndd,,,°,,,,,(in)= 0.739 in. Wind rrn(p!fr 579 pit Se/smic„ro;rea::FwrSAif) ',' t75�.pif . Seism/c,sr,�r� 6 o c Seismic;@ p(Ibs;)= 12157 ibs at the.end of each portal' Selsmfddslsd,,,(!n) 0281:in Selsrnlc�rc(pli) 17fi pit Hold-down sfze User Notes: 1)Nails:Bd commons 5)Table 2306.3 Is Increased by 40%for wind loads per section 2306.3 2)Field Nailing:8d 0 12"o.c. 6)Limitations per SDPWS•2008 section 4.3.5.3.3.7 are built Into the spread sheet 3)All panel edges shall be blocked per SDPWS-2008 section 4.3.7 7)Uplift calculation per SDPWS-2008 section 4.3.8.4.1 4)Deflection calculation per IBC section 2305.3 and SDPWS•2008 4.3.2 6 Dead load shall include the 0.6'Dead load for allowable stass combination EQ.16.14 �03 Perforated Shear Wall with wood panels: (SDPWS-2008) Grid Line: Grd 1 Pw«, Pier No._ P V d= 6380 lbs. P„ =: 1442llis. L= 66 It NOR 11(h)41wenro(h) ---J End Post: Sheathing properties (fill J b= 3 in. long dimension across the studs d= 5.5 in. Span rating; 24/0 E= 1600000 psi t= 7/16 in. Stud properties: Ga= 15 Ibs/in Stud Spacing: 16 In.o.c. da= 0.061 in. Wood species: Doug.Fir Type= OSB In. G= 0.5 Perforated Method.,(SDPWS-Wo6 Chapter 4.3) Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pier no.12 I1(ft)= 8 9 4 4 10 8 0 0 0 0 0 0 H(ft)= 12 12 12 12 12 12 0 0 0 0 0 0 hf(it)= 5 5 5 5 5 5 0 0 0 0 0 0 Aspect ratio: 1 1/2 1 1/3 3 3 1 1/5 1 1/2 #DIWOI ODIV/01 #DIV/Ot #DIV/01 RDIWOI #DIV/0I N1ax.Opening Haight h/2 of full height sheathing 50 Cd= 0.8 Wlnda,_.d 0.,(plf1= 148.4 148.4 148.4 148.4 148.4 148.4 148.4 148.4 148.4 148.4 148.4 148.4 W1nddj..,d,t.r(plf)= 185.5 pif W1ndeL1ge ai,.g= 6'o.c. Windy ,(Ibs.)= 2226 Ibs:at the end of each panel N//ndd„K,;d(in)= 0.196 in. 1•Ylnd*1n(plf)= 185 plf Selsnllc�,Fddr(plf)0. 62.9,pif SelsmlCA �eq 6 o c. 7 selsrhfcas,, (Ibs.) 503 Ibs.-at the end of each panel _ Sals llica I ua(In) 0 081 in - Selsm{c 63.Pif Hold-down size User Notes: 1)Nails:8d commons 5)Table 2306.3 is Increased by 40%for wind leads per section 2306.3 2)Field Nailing:Bd®12'b.c. 6)Limitations per SDPWS•2008 section 4.3.5.3.3,7 are built Into the spread sheet 3)All panel edges shall be blocked per SOPWS.2008 section 4.3.7 7)Uplift calculation per SOPWS-2008 section 4.3.6.4.1 4)Deflection calculatfcn per IBC section 2305.3 and SOPWS-2008 4.3.2 6)Dead load shall include the 0.610ead load for allowable stess combination EQ.16.14 lOR Perforated Shear Wall with wood panels: (SDPWS•2008) Grid Line: Grid 2 P.- Pier No._ Pwna= 0380 lbs. a Pse)sma `: 144216s r s L= 33 it ty.. :« +3. ��>3�:zm:i'�h�w"k:Fx&x`�w'• End Post: Sheathingi�flr� 1L fft1 J properties b- 3 In. long dimension across the studs d= 5.5 in. Span rating: 2410 E= 1600000 psi t= 7/16 in. Stud properties: Ga= 15 ibs/in Stud Spacing: 16 In.o.c. da= 0.081 in. Wood species: Doug.Fir Type= OSB in. G= 0.5 Perforated Method.(SDPWS-2c08 Chapter 4.3) Pier no.1 Pier no.2 Pier no.3 Pier no.4 Pier no.5 Pier no.6 Pier no.7 Pier no.8 Pier no.9 Pier no.10 Pier no.11 Pier no.12 Ir(ff)= 7 7 7 0 0 0 0 0 0 0 0 0 H(ft)= 12 12 12 0 0 0 0 0 0 0 0 0 ho(ft)= 5 5 6 0 0 0 0 0 0 0 0 0 Aspect ratio: 1 5/7 1 5/7 1 6/7 #DIV/01 #DIV/01 #DIV/01 #DIV/01 90111/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 Max.Opening Height W2 %of full height sheathing 64% co= 0.83 11/1ndw1..„.j,t_(plf)= 303.8 303.8 303.8 303.8 303.8 303.8 303.8 303.8 303.8 303.8 303.8 303.8 (plfj= 366.0 pit Wind a,n vFq 4.'o.c. Wind„gn, 4(Ibs.)= 4392 Ibs:at the end of each panel Wlndd,Ix-kn)= 0.393 in. Wind.,jn(p19= 366 plf Seismrc�, (pli) 82 7',plf 4. 4 Selsmlcd,,n- 6 S O.C. Selsrnlc r;r (Ibs.)- 993 Ibs at the end of each panel i Sel mlcQo.�,o„(In) 0125 l6a.z. j `. Selsmlcw u(pIfl . . 83"plf. , Hold-down slze User Motes: 1)Nails:Ild commons 5)Table 2306.3 Is Increased by 40%for wind loads per section 2306.3 2)Field Flailing:8d 9 1Y'o.c. 6)Limitations per SDPNS-2003 section 4.3.0.3.3.7 are built Into the spread sheet 3)All panel edges shall be blocked per SOPWS-2008 section 4.3.7 7)Uplift calculation per SDPM/S-2008 section 4.3.6.4.1 4)Deflection calculation per IBC section 2305.3 and SOPWS-2008 4.3.2 6)Dead load shall Include the 0.6•Dead load for allowable stess combination EQ.16.14 C(:SJ WMI Will lih ! V 1 L 1 Of V4 il -1 14- 1 j -171-1 -1 1 1 L I LA A wimp .k F T 1! I I I ( I ' .-I � I 1 { , � ; ! I € � I i � I f. i ' t ' I ' I 1 U --L j 1 1 A.A-41 j j A 4 [ .- .1V 01 1411 1 1 t4 F1 1 1 1 M 7frT! T; I Pei skr3-4"4 PIV, o -77 LL 14 J.. Tq 4-V 220A K H PO A- W PIZ T, A A1 3150 t 1 1 Ji 2.81rr AHJ N0. DATE' SHEET NO. BY. PROJECT AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS rAIP1NUM'e"OIhdLi;,N'VVLLL UIML-NS11_3,4'. —�:la"MINIfv1UM INA T LLAS"I NIL D1RLU 1144 - 11'IL"It}IA.L.ARLAMUS'I ULv'.I LLB,' il St`;'.F 1, ALL_N F OR l UL L'Y`iNL Pj'vVI NL>Ja4';' Ft, MINIMUM PCP 5",r ` � LA.I�LILF?f 11 t hxJ1 UL ll.uc I as11114,D_IIN ! ! 0 PL1�.A.I Iul'4 X I f I 16'MAX.OC. A tti �E I l r r rr Figure 10295 WAVOW WELLS AT EMERGENCY ESCAPE WINPM 2W IBC ConMne Urg Imaga INSTALL (2)TWO EGRESS CASEMENT WINDOWS WITH MIN.5:I8F OPENINGS AT 44" ARF.IN BOTH STORAGE ROOM 504 s TRR4INING ROOM 1303. SEE REVISED A& if a) m let . my . PROJECT DATE: Myers ■ Anderson FIRST AMERICAN TITLE COMPANY 06.29.16 ■Architecture 10f North Male Sweet NEW OFFICE BUILDING SKETCH N0, Pocatello,Idaho 83204 ■Interior Design Tel. (208)232-3/41 ■Landscape Architecture Fax (208)232-3/82SKI TWIN FALLS , IDAHO 01 OF 01 ZESLAB ON QM STF.1 C1URAL FILL ° - I ° LL�L� v v d _ -III- - i11 I- are MGM INSUALTIO , - At MMMEMR OF FOLNPAWN WALL -I FOLMAWN WALL d a ° ° d ° v d n v ° J a tl d ° POUNDATION WAIMLO I 5C4LE: 3/4" = 1'-0" PROJECT DATE: Myers ® Anderson FIRST AMERICAN TITLE COMPANY 07.07-16 ■Architecture 101 North Main Street NEW OFFICE BUILDING SKETCH NO. Pocatello,Idaho 83204 ■Interior Design Tel. (208)232-3741 Landscape Architecture Fax (208)232-3782 Z TWIN FALLS , IDAHO 010E 02 COMcheck SoffivareVersion 4.0.2.6 Mechanical Compliance Certificate Project Information Energy Code: 2012 IECC Project Title: First American Title Location: Twin Falls, Idaho Climate Zone: 5b Project Type: New Construction Construction Site: Owner/Agent: Designer/Contractor: Locust Street North&Bridgeview Dwayne Sudweeks Blvd Engineered Systems Assoc., Inc. Twin Falls, ID 63401 1355 E. Center St. Pocatello,ID 83201 Additional Efficiency Package 208-233-0501 dcs@engsystems.com Unspecified Mechanical Systems List Quantity System Type&Description 3 HVAC System 1 (Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=65 kBtu/h Proposed Efficiency=85.00%Et,Required Efficiency=80.00%Et Cooling:1 each-Single Package DX Unit,Capacity=38 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=13.00 SEER,Required Efficiency=13.00 SEER Fan System: FAN SYSTEM 1—Compliance(Motor nameplate HP method):Passes Fans: FAN 1 Supply,Constant Volume,1200 CFM,1.5 motor nameplate hp 1 HVAC System 2(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=105 kBtu/h Proposed Efficiency=85.00%Et,Required Efficiency=80.00%Et Cooling:1 each-Single Package DX Unit,Capacity=59 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=13.00 SEER,Required Efficiency=13.00 SEER Fan System: FAN SYSTEM 2—Compliance(Motor nameplate HP method):Passes Fans: FAN 2 Supply,Constant Volume,2000 CFM,2.0 motor nameplate hp 1 HVAC System 3(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=88 kBtu/h Proposed Efficiency=95.00%Et,Required Efficiency=80.00%Et Cooling:1 each-Split System,Capacity=36 kBtu/h,Air-Cooled Condenser,No Economizer,Economizer exception:Low Capacity Residential Proposed Efficiency=13.00 SEER,Required Efficiency=13.00 SEER Fan System: FAN SYSTEM 1—Compliance(Motor nameplate HP method):Passes Fans: FAN 1 Supply,Constant Volume,1200 CFM,1.5 motor nameplate hp 1 Water Heater 1: Electric Storage Water Heater,Capacity:52 gallons w/Circulation Pump Proposed Efficiency:0.86 EF,Required Efficiency:0.86 EF Project Title: First American Title Report date: 05/23/16 Data filename: C:\Users\Dwayne 15\Documents\COMcheck\esa.cck Page 1 of 10 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 2012 IECC requirements in COMcheck Version 4.0.2.6 and to comply with the mandatory requirements listed in the Inspection Checklist. j L4� r G- L��Y'-�- �;a� Name-Title ISignature J Date Project Title: First American Title Report date: 05/23/16 Data filename: C:\Users\Dwayne 15\DocumentslCOMcheck\esa.cck Page 2 of 10 COMcheck Software Version 4.0.2.6 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed.Where compliance is itemized in a separate table, a reference to that table is provided. I Section - -----� # Plan Review Complies? Comments/Assumptions j&Req.ID C103.2 Plans,specifications,and/or ❑Complies [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. C103.2 Plans,specifications,and/or ❑Complies [PR3)1 calculations provide all information ❑Does Not with which compliance can be determined for the service water ❑Not Observable heating systems and equipment and ❑Not Applicable document where exceptions to the standard are claimed.Hot water system sized per manufacturer's ( sizing guide. Additional Comments/Assumptions: 1 ;High Impact IT 2 1Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: First American Title Report date: 05/23/16 Data filename: C:\Users\Dwayne 15\Documents\COMcheck\esa.cck Page 3 of 10 &R ID Footing/Foundation Inspection Complies? Comments/Assumptions q. C403.2.4. Freeze protection and snow/ice ❑Complies 5 melting system sensors for future ❑Does Not [FO913 connection to controls. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: i- Impact 1 h (Tier 1) 2 ,Medium Impact(Tier 2) 3 Low Impact(Tier 3) _._.Hig Project Title: First American Title Report date: 05/23/16 Data filename: C:\Users\Dwayne 15\Documents\COMcheck\esa.cck Page 4 of 10 Section # Plumbing Rough-In Inspection Complies? ! Comments/Assumptions &-Req.ID_L` ----- — C404.3 Temperature controls installed on ❑Complies (PL5)3 service water heating systems(110 F []Does Not for dwelling units and lavatories in public restrooms and 90 F for other ❑Not Observable occupancies.) ❑Not Applicable C404.4 Automatic time switches installed to ❑Complies (PL3]1 automatically switch off the ❑Does Not recirculating hot-water system or heat trace ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 1-2- Medium Impact(Tier 2)_-_I 3 TiLow Impact(Tier 3) Project Title: First American Title Report date: 05/23/16 Data filename: C:\Users\Dwayne 15\Documents\COMcheck\esa.cck Page 5 of 10 section Mechanical Rough In Inspection Compiles? Comments/Assumptions Re .ID C403.2.3 HVAC equipment efficiency verified. OComplies See the Mechanical Systems list for values. [ME55]2 E3Does Not ONot Observable ONot Applicable C403.2.5. Demand control ventilation provided OComplies I for spaces>500 sq.ft.and>25 E]Does Not (ME59]1 people/1000 sq.ft.occupant density and served by systems with air side ONot Observable economizer,auto modulating outside E]Not Applicable air damper control,or design air-flow >3,000 cfm. C403.2.7 HVAC ducts and plenums insulated. OComplies IME6012 Where ducts or plenums are installed E]Does Not in or under a slab,verification may need to occur during Foundation [:]Not Observable Inspection. E]Not Applicable C403.2.8 HVAC piping Insulation thickness. oComplies [ME61]2 Where piping is installed in or under a ODoes Not slab,verification may need to occur E]Not Observable during Foundation Inspection. E]Not Applicable C403.2.8. Piping Insulation exposed to weather OComplies 1 is protected from damage(due to sun, E]Does Not [ME7]3 moisture,wind,etc.). []Not Observable ONot Applicable C403.2.8 Thermally Ineffective panel surfaces of OComplies IME4113 sensible heating panels have 0Does Not insulation>=R-3.5. E]Not Observable ONot Applicable C403.3.1. Total cooling capacity without OComplies a economizers must be less than 0Does Not [NA10 %varMaxKBtuPerH%. []Not Observable ONot Applicable C403.2.7 Ducts and plenums sealed based on ElComplies [ME10]2 static pressure and location. E]Does Not E)Not Observable ONot Applicable C403.2.7. Ductwork operating>3 in.water OComplies 1.3 column requires air leakage testing. E]Does Not [ME1113 E]Not Observable E]Not Applicable C403.2.7. Ductwork operating>3 in.water Ocomplies 1.3 column requires air leakage testing. E]Does Not [ME1113 EJNot Observable E]Not Applicable C403.2.7. Ductwork operating>3 in.water OComplies 1.3 column requires air leakage testing. 0Does Not [ME11]3 ONot Observable E]Not Applicable C403.3.1, Air economizers provided where OComplies C403.3.1. required,meet the requirements for E]Does Not I design capacity, control signal, [ME6211 ventilation controls,high-limit shut-off, []Not Observable integrated economizer control,and E]Not Applicable provide a means to relieve excess outside air during operation. [ TI !High Impact(Tier1) i iEMediium Impact - LoWimpact(Tier 3) it_(Tier 2) 3 Project Title: First American Title Report date: 05/23/16 Data filename: C:\Users\Dwayne 15\Documents\COMcheckAesa.cck Page 6 of 10 Section # Mechanical Rough In Inspection Complies? Comments/Assumptions &Req.ID ----- --- C403.3.1, Air economizers provided where ❑Complies C403.3.1. required,meet the requirements for ❑Does Not 1 design capacity, control signal, ❑Not Observable IME621 1 ventilation controls,high-limit shut-off, integrated economizer control,and ❑Not Applicable provide a means to relieve excess outside air during operation. C408.2.2. Air outlets and zone terminal devices ❑Com lies 1 have means for air balancing. ❑Does Not [ME53]3 []Not Observable ❑Not Applicable C403.4.2 VAV fan motors>=7.5 hp to be driven ❑Complies IME6612 by variable speed drive,have a vane- ❑Does Not axial fan with variable pitch blades,or ❑Not Observable have controls to limit fan motor demand. ❑Not Applicable C403.4.2 VAV fan motors>=7.5 hp to be driven ❑Complies [ME66]2 by variable speed drive,have a vane- ❑Does Not i axial fan with variable pitch blades,or have controls to limit fan motor ❑Not Observable _demand. ❑Not Applicable C403.4.2 VAV fan motors>=7.5 hp to be driven ❑Complies IME6611 by variable speed drive,have a vane- ❑Does Not axial fan with variable pitch blades,or have controls to limit fan motor ❑Not Observable demand. ❑Not Applicable C403.4.2 VAV fan motors>-7.5 hp to be driven ❑Complies (ME66]2 by variable speed drive,have a vane- ❑Does Not axial fan with variable pitch blades,or have controls to limit fan motor ❑Not Observable demand. ❑Not Applicable C403.2.6 Exhaust air energy recovery on ❑Complies IMES711 systems meeting Table C403.2.6 ❑Does Not ❑Not Observable ❑Not Applicable C403.2.11 Unendosed spaces that are heated OComplies (ME7112 use only radiant heat. ❑Does Not ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 j LLow Impact(Tier 3) Project Title: First American Title Report date: 05/23/16 Data filename: C:\Users\Dwayne 15\Documents\COMcheck\esa.cck Page 7 of 10 Section — -------_� # Final Inspection Complies? Comments/Assumptions &- Reg. D --- C403.2.4. Heating and cooling to each zone is ❑Complies 1 controlled by a thermostat control. ❑Does Not i[FI4713 Minimum one humidity control device per installed ❑Not Observable humidification/dehumidification ❑Not Applicable system. C403.2.4. Heating and cooling to each zone is ❑Complies 1 controlled by a thermostat control. ❑Does Not [FI47]3 Minimum one humidity control device per installed ❑Not Observable humidification/dehumidification ❑Not Applicable system. C403.2.4. Heating and cooling to each zone is ❑Complies 1 controlled by a thermostat control. ❑Does Not [FI47]3 Minimum one humidity control device per installed ❑Not Observable humidification/dehumidification ❑Not Applicable system. C403.2.4. Thermostatic controls have a 5 °F ❑Complies -------------------- 2 deadband. ❑Does Not [F13813 ❑Not Observable ❑Not Applicable C403.2.4 Temperature controls have setpoint ❑Complies 2 overlap restrictions. ❑Does Not [F120]3 ❑Not Observable ❑Not Applicable C403.2.4. Each zone equipped with setback ❑Complies 3 controls using automatic time clock or ❑Does Not [F13913 programmable control system. ❑Not Observable ❑Not Applicable C403.2.4. Automatic Controls:Setback to 55"F ❑Complies 3 (heat)and 85"F(cool);7-day clock,2- ❑Does Not [F140]3 hour occupant override, 10-hour backup ❑Not Observable ❑Not Applicable C403.2.4. Systems include - —_-- y optimum start ❑Complies 3.3 controls. ❑Does Not [FI41]3 ❑Not Observable ❑Not Applicable C403.2.4. Systems include optimum start ❑Complies 3.3 controls. []Does Not [F14113 ❑Not Observable ❑Not Applicable C403.2.4. Systems include y optimum start ❑Complies 3.3 controls. ❑Does Not [F14113 ❑Not Observable ❑Not Applicable C408.2.5 Furnished HVAC as-built drawings ❑Complies 1 submitted within 90 days of system ❑Does Not [F[7]3 acceptance. ❑Not Observable ❑Not Applicable C303.3, Furnished O&M manuals for HVAC ❑Complies C408.2.5. systems within 90 days of system ❑Does Not 3 acceptance. [FI8]3 ❑Not Observable ❑Not Applicable 1 1HIgh Impact(Tier 1) Z2 Medium Impact(Tier 2) 13 Low Impact(Tier 3) Project Title: First American Title Report date: 05/23/16 Data filename: C:\Users\Dwayne 15\Documents\COMcheck\esa.cck Page 8 of 10 Section , # Final Inspection Complies. ( Comments/Assumptions &Req• ID C408.2.5. An air and/or hydronic system ❑Complies 3 balancing report is provided for HVAC ❑Does Not [FI4311 systems. ❑Not Observable ❑Not Applicable C408.2.3. HVAC control systems have been ❑Complies 2 tested to ensure proper operation, ❑Does Not [FI1011 calibration and adjustment of controls. ❑Not Observable ❑Not Applicable C4O4.3 Public lavatory faucet water ❑Complies [FI1113 temperature<=110°F. ❑Does Not []Not Observable ❑Not Applicable C404.5 All piping in circulating sys tem ❑Complies (FI25]2 insulated ❑Does Not ❑Not Observable ❑Not Applicable C404.6 Controls are installed that limit the ❑Complies [FI12]3 operation of a recirculation pump ❑Does Not installed to maintain temperature of a storage tank. ❑Not Observable DNot Applicable C403.2.2 HVAC systems and equipment ❑Complies [F127]3 capacity does not exceed calculated ❑Does Not loads. ❑Not Observable ❑Not Applicable C408.2.1 Commissioning plan developed by ❑Complies [FI2811 registered design professional or []Does Not approved agency. ❑Not Observable ❑Not Applicable C408.2.4 Preliminary commissioning report ❑Complies [F12911 completed and certified by registered ❑Does Not design professional or approved agency. ❑Not Observable ❑Not Applicable C408.2.5. Final commissioning report due to ❑Complies 4 building owner within 90 days of ❑Does Not IF13011 receipt of certificate of occupancy. ❑Not Observable ❑Not Applicable C408.2.3. HVAC equipment has been tested to ❑Complies 1 ensure proper operation. ❑Does Not IF13111 []Not Observable ❑Not Applicable C408.2.3. Economizers have been tested to ❑Complies 3 ensure proper operation. ❑Does Not [F13211 ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) IMedlum Impact(Tier 2) 3 Low Impact(Tier 3)—� Project Title: First American Title Report date: 05/23/16 Data filename: CAUsers\Dwayne 15\Documents\COMcheck\esa.cck Page 9 of 10 Project Title: First American Title Report date: 05/23/16 Data filename: C:\Users\Dwayne 15\Documents\COMcheck\esa.cck Page 10 of 10 COMcheck Software Version 4.0.2.9 Interior Lighting Compliance Certificate Project Information Energy Code: 2012 IECC Project Title: First American Title Project Type: New Construction Construction Site: Owner/Agent: Designer/Contractor: Mike Payne Payne Engineering Additional Efficiency Package 1823 E. Center Street Pocatello, ID 83201 208-232-4439 High efficiency HVAC.Systems that do not meet the performance requirement will be identified in the mechanical requirements checklist report. Allowed Interior Lighting Power A B C D Area Category Floor Area Allowed Allowed Watts (ft2) Watts/ft2 (B X C) 1-Office 7660 0.90 6894 Total Allowed Watts= 6894 Proposed Interior Lighting Power A B C D E Fixture ID : Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. 1-Office Linear Fluorescent 1:F1:3 lamp recessed fluor.:48"T8 32W:Electronic: 3 45 95 4275 LED 1:F3:LED recessed can:LED PAR 18W: 1 18 18 324 Linear Fluorescent 2:F8:2 lamp fluor.troffer:48"T8 32W:Electronic: 2 1 61 61 Linear Fluorescent 3:F9:2 lamp fluor.wrap:48"T8 32W:Electronic: 2 4 61 244 Linear Fluorescent 4:F10:2 lamp over mirror fluor.:48"T8 32W:Electronic: 2 3 61 183 LED:F11:3 lamp led:Quad 2-pin 26W:Electronic: 3 2 45 90 LED 2:F12:LED pendant:LED PAR 10W: 1 3 10 30 LED 4:F13:2 lamp led wall sconce:LED PAR 8W: 2 20 16 320 LED 3:F14:LED recessed can:LED A Lamp 25W: 1 12 25 300 Linear Fluorescent 5:F16:2 lamp recessed fluor.:48"T8 32W:Electronic: 2 6 61 366 Linear Fluorescent 6:F17:2 lamp open strip fluor.:48"T8 32W:Electronic: 2 9 61 549 Total Proposed Watts= 6742 LightingInterior • better than code Interior Lighting Compliance Statement Compliance Statement: The proposed interior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.The proposed interior lighting systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.2.9 and to comply with the mandatory requirements listed in the Inspection Checklist. Project Title: First American Title Report date: 05/23/16 Data filename: \\PESERVER\Payne Engineering Data\2012\1st American title, Page 1 of 7 1291\04_Calculations\Comcheck.cck Mike Payne Mike Payne 5-23-2016 Name-Title Signature Date Project Title: First American Title Report date: 05/23/16 Data filename: \\PESERVER\Payne Engineering Data\2012\1st American title, Page 2 of 7 1291\04 Calculations\Comcheck.cck COMcheck Software Version 4.0.2.9 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions --- C103.2 Plans, specifications, and/or ❑Complies [PR4]1 calculations provide all information ❑Does Not with which compliance can be determined for the interior lighting []Not Observable and electrical systems and equipment ❑Not Applicable and document where exceptions to the standard are claimed. Information provided should include interior lighting power calculations, wattage of bulbs and ballasts, transformers and control devices. 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) 2 Medium Impact(Tier 2) �3 .Low Impact(Tier 3) ( ' -- - I-�- - t(Tier _ _' Project Title: First American Title Report date: 05/23/16 Data filename: \\PESERVER\Payne Engineering Data\2012\1st American title, Page 3 of 7 1291\04 Calculations\Comcheck.cck Section # Rough-In Electrical Inspection Complies? Comments/Assumptions & Re .ID C405.2.2. Automatic controls to shut off all ❑Complies 1 building lighting installed in all []Does Not [EL22]2 buildings. ❑Not Observable ❑Not Applicable C405.2.1. Independent lighting controls installed ❑Complies 1 per approved lighting plans and all ❑Does Not [EL23]2 manual controls readily accessible and visible to occupants. ❑Not Observable ❑Not Applicable C405.2.1. Lighting controls installed to uniformly []Complies 2 reduce the lighting load by at least ❑Does Not [EL15]1 50%. ❑Not Observable ❑Not Applicable C405.2.2. Daylight zones provided with []Complies 3 individual controls that control the ❑Does Not [EL16]2 lights independent of general area lighting. []Not Observable []Not Applicable C405.2.3 Sleeping units have at least one ❑Complies [EL17]3 master switch at the main entry door []Does Not that controls wired luminaires and switched receptacles. []Not Observable ❑Not Applicable C405.2.2. Occupancy sensors installed in ❑Complies 2 required spaces. ❑Does Not [EL18]1 ❑Not Observable ❑Not Applicable C405.2.2 Primary sidelighted areas are ❑Complies 3 equipped with required lighting ❑Does Not [EL20]1 controls. [-]Not Observable ❑Not Applicable IC405.2.2. Enclosed spaces with daylight area ❑Complies 13 under skylights and rooftop monitors ❑Does Not [EL21]1 are equipped with required lighting controls. ❑Not Observable I ❑Not Applicable C405.2.3 Separate lighting control devices for ❑Complies [EL4]1 specific uses installed per approved []Does Not lighting plans. ❑Not Observable ❑Not Applicable C405.3 Fluorescent luminaires with odd ❑Complies [EL19]3 numbered lamp configurations that ❑Does Not are within 10 feet center to center(if recess mounted) or are within 1 foot ❑Not Observable edge to edge (if pendant or surface []Not Applicable mounted) shall be tandem wired. C405.4 Exit signs do not exceed 5 watts per []Complies [EL6]1 face. ❑Does Not []Not Observable ❑Not Applicable ---------- C405.2.3 Additional interior lighting power [ Complies [EL8]1 allowed for special functions per the []Does Not approved lighting plans and is automatically controlled and []Not Observable separated from general lighting. []Not Applicable Additional Comments/Assumptions: ! 1 Impact(Tier 1) �2 1 High Medium Impact(Tier 2) `3 Low Impact(Tier 3) Project Title: First American Title Report date: 05/23/16 Data filename: \\PESERVER\Payne Engineering Data\2012\1st American title, Page 4 of 7 1291\04 Calculations\Comcheck.cck 1 'High Impact (Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: First American Title Report date: 05/23/16 Data filename: \\PESERVER\Payne Engineering Data\2012\1st American title, Page 5 of 7 1291\04 Calculations\Comcheck.cck Section # Final Inspection Complies? Comments/Assumptions & Re .ID C408.2.5. Furnished as-built drawings for ❑Complies 1 electric power systems within 30 days ❑Does Not [F116]3 of system acceptance. ❑Not Observable ❑Not Applicable C303.3, Furnished O&M instructions for ❑Complies C408.2.5. systems and equipment to the ❑Does Not 2 building owner or designated [FI17]3 representative. ❑Not Observable []Not Applicable C405.5.2 Interior installed lamp and fixture ❑Complies See the Interior Lighting fixture schedule for values. [F118]1 lighting power is consistent with what ❑Does Not is shown on the approved lighting plans, demonstrating proposed watts ❑Not Observable are less than or equal to allowed []Not Applicable watts. C408.3 Lighting systems have been tested to ❑Complies [F133]1 ensure proper calibration, adjustment, ❑Does Not programming, and operation. []Not Observable ❑Not Applicable C406 Efficient HVAC performance, efficient ❑Complies [F134]1 lighting system, or on-site supply of []Does Not renewable energy consistent with what is shown the approved plans. []Not Observable ❑Not Applicable Additional Comments/Assumptions: �1�High Impact(Tier 1) _! 2 !Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: First American Title Report date: 05/23/16 Data filename: \\PESERVER\Payne Engineering Data\2012\1st American title, Page 6 of 7 1291\04 Calculations\Comcheck.cck Project Title: First American Title Report date: 05/23/16 Data filename: \\PESERVER\Payne Engineering Data\2012\1st American title, Page 7 of 7 1291\04 Calculations\Comcheck.cck y,� C ��� c are r4.0.3.1 W t Envelope Compliance Certificate Project Information Energy Code: 2012 IECC Project Title: First American Title Location: Twin Falls, Idaho Climate Zone: 5b Project Type: New Construction Vertical Glazing/Wall Area: 24% Construction Site: Owner/Agent: Designer/Contractor: East Park Professional Sub #2 Myers Anderson North Locust Street& Bridgeviw 122 South Main Blvd Pocatello, ID 83204 Twin Falls, ID 83301 208-232-3782 Building Area Floor Area 1-Main Floor(Office) : Nonresidential 5168 2-Basement(Office) : Nonresidential 2551 Additional Efficiency Package High efficiency HVAC.Systems that do not meet the performance requirement will be identified in the mechanical requirements checklist report. Envelope Assemblies Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factor(<,) Perimeter Roof 1:Attic Roof with Wood Joists,[Bldg. Use 1 -Main Floor] 5168 70.0 0.0 0.015 0.027 Exterior Wall 1:Wood-Framed, 16"o.c.,[Bldg.Use 1 -Main Floor] 3389 19.0 0.0 0.067 0.064 Window A small awning(23sf x 2):Metal Frame with Thermal 46 --- --- 0.390 0.380 Break:Fixed,Perf.Specs.:Product ID Frame:Kawneer 451 T.Glazing: AFGD Comfort E2,SHGC 0.51,PF 0.32,[Bldg. Use 1 -Main Floor](b) Window A Large Awning(23sf x 2):Metal Frame with Thermal 46 --- --- 0.390 0.380 Break:Fixed,Perf.Specs.:Product ID Frame:Kawneer 451T.Glazing: AFGD Comfort E2,SHGC 0.51,PF 0.70,[Bldg.Use 1 -Main Floor](b) Window A no protection(23sf x 7):Metal Frame with Thermal 161 --- --- 0.390 0.380 Break:Fixed,Perf.Specs.:Product ID Frame:Kawneer 451T.Glazing: AFGD Comfort E2,SHGC 0.51,[Bldg. Use 1 -Main Floor](b) Window B small awning(46sf x 5):Metal Frame with Thermal 230 --- 0.390 0.380 Break:Fixed,Perf.Specs.:Product ID Frame:Kawneer 451T.Glazing: AFGD Comfort E2,SHGC 0.51, PF 0.32,[Bldg. Use 1 -Main Floor](b) Window B Large Awning(46sf x 2):Metal Frame with Thermal 92 --- --- 0.390 0.380 Break:Fixed,Perf.Specs.:Product ID Frame:Kawneer 451T.Glazing: AFGD Comfort E2,SHGC 0.51,PF 0.70,[Bldg.Use 1 -Main Floor](b) Window B no protection(46sf x 2):Metal Frame with Thermal 92 --- - 0.390 0.380 Break:Fixed,Perf.Specs.:Product ID Frame:Kawneer 451T.Glazing: AFGD Comfort E2,SHGC 0.51,[Bldg. Use 1 -Main Floor](b) Storefront windows only:Metal Frame with Thermal Break:Fixed,Perf. 90 --- --- 0.390 0.380 Specs.:Product ID Frame:Kawneer 451T.Glazing:AFGD Comfort E2, SHGC 0.51,PF 0.40,[Bldg.Use 1 -Main Floor](b) basment windows:Metal Frame with Thermal Break:Fixed,Perf. 13 --- --- 0.390 0.380 Project Title: First American Title Report date: 07/07/16 Data filename: C:\Users\Robert\Desktop\First American Title Twin Falls\First American Title_7-05-16.cck Page 1 of 9 Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factor(a) Perimeter Specs.:Product ID Frame:Kawneer 451 T.Glazing:AFGD Comfort E2, SHGC 0.51,[Bldg.Use 1 -Main Floor](b) Door 1:Glass(>50%glazing):Metal Frame,Entrance Door,Perf. 63 --- --- 0.390 0.770 Specs.:Product ID Frame:Kawneer 451 T.Glazing:AFGD Comfort E2, SHGC 0.51,PF 0.40,[Bldg.Use 1 -Main Floor](b) Basement Wall 1:Solid Concrete:8"Thickness,Normal Density, 2040 5.7 0.0 0.240 0.108 Furring:Metal,Wall Ht 11.0,Depth B.G.10.5,[Bldg.Use 2-Basement] Floor between story:Wood-Framed,[Bldg.Use 1 -Main Floor] 2551 19.0 0.0 0.051 0.033 Floor no Basement:Slab-On-Grade:Unheated,Vertical 2 ft.,[Bldg.Use 304 --- 10.0 0.540 0.550 1 -Main Floor](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. e 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 2012 IECC requirements in COMcheck Version 4.0.3.1 and to comply with the mandatory requirements listed in the Inspection Checklist. Robert Fehrenbacker, Myers Anderson T-ehyellbackey 7-7-16 Name-Title Signature Date Project Title: First American Title Report date: 07/07/16 Data filename: C:\Users\Robert\Desktop\First American Title Twin Falls\First American Title_7-05-16.cck Page 2 of 9 COMcheck Software Version 4.0.3.1 - � Inspection n Checklist x Energy Code: 2012 IECC Requirements: 3.0% 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. Secticln _ — �--- # Plan Review Complies? Comm6!ft Y & Req ID ____.__ .. __ _ .. ....�� __-- C103.2 Plans and/or specifications provide all ❑Complies [PR1]1 information with which compliance ❑Does Not can be determined for the building 'envelope and document where []Not Observable iexceptions to the standard are ❑Not Applicable ;claimed. C406 ;Plans, specifications,and/or ❑Complies [PR9]1 calculations provide all information ❑Does Not ;with which compliance can be determined for the additional energy ❑Not Observable ;efficiency package options. []Not Applicable C402.3.1 :The vertical fenestration area <= 30 ❑Complies [PR10]1 percent of the gross above-grade wall ❑Does Not area. [:]Not Observable ❑Not Applicable C402.3.1 ;The skylight area <= 3 percent of the ;❑Complies �W [PR11]1 :gross roof area. ❑Does Not I ❑Not Observable; ❑Not Applicable C402.3.2 'In enclosed spaces > 10,000 ft2 ❑Complies [PR14]1 directly under a roof with ceiling ❑Does Not heights >15 ft. and used as an office, lobby, atrium, concourse, corridor, ❑Not Observable' i 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 i minimum skylight effective aperture >= 1 percent. C402.3.2. ;Skylights in office, storage, ❑Complies 2 ;automotive service, manufacturing, ❑Does Not [PR15]1 :non-refrigerated warehouse, retail a store, and distribution/sorting area ❑Not Observable have a measured haze value > 90 ❑Not Applicable percent unless designed to exclude direct sunlight. Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) --� 3—rLow Impact(Tier 3) Project Title: First American Title Report date: 07/07/16 Data filename: C:\Users\Robert\Desktop\First American Title Twin Falls\First American Title_7-05-16.cck Page 3 of 9 Secticsn ____ # Footing! Fo�ar�datic�n fez.peraior� co pli � C��s� tsfs�ss�flmptions 4 _& R�q.ID 3 C40Z.2,4 Below-grade rade wall insulation—R-value. ❑Com---_ _--. _.. .._._._._._..__ plies See the Envelope Assemblies table for values. [FOl]2 ❑Does Not ❑Not Observable ❑Not Applicable C303.2 Below-grade wall insulation installed ❑Complies - - � [F02]2 per manufacturer's instructions. ❑Does Not ❑Not Observable: ❑Not Applicable C402.2.6 Slab edge insulation R-value. ❑Complies :See the Envelope Assemblies table for values. [F03]2 ❑Does Not ❑Not Observable E ❑Not Applicable " C303.2 ;Slab edge insulation installed per ❑Complies -� [F04]2 manufacturer's instructions. ❑Does Not ❑Not Observable'; ❑Not Applicable C402 2.6 ;Slab edge insulation depth/length. ❑Complies See the Envelope Assemblies table for values. [FO5]2 Slab insulation extending away from ❑Does Not building is covered by pavement or ❑Not Observable >= 10 inches of soil. ❑Not Applicable C403.2.8. !Exterior insulation protected against ❑Complies 1 !damage, sunlight, moisture, wind, ❑Does Not [F0611 'landscaping and equipment maintenance activities. ❑Not Observable _ ❑Not Applicable C402.2.8 Bottom surface of floor structures ❑Complies Exception: Requirement does not apply. [FO12]1 incorporating radiant heating ❑Does Not insulated to >=R-3.5. :See the Envelope Assemblies table for values. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 +High Impact(Tier 1) 2,�Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: First American Title Report date: 07/07/16 Data filename: C:\Users\Robert\Desktop\First American Title Twin Falls\First American Title_7-05-16.cck Page 4 of 9 Section Framing / ROUgh in Inspec"tion Complies? Cum alents/Assuan bons C402.4.1, :The building envelope contains a ❑Complies C402.4.2 j continuous air barrier that is sealed in ❑Does Not [FR16]1 an approved manner and either ❑Not Observable ,constructed or tested in an approved manner.Air barrier penetrations are ❑Not Applicable `sealed in an approved manner. C402.4.3, Factory-built fenestration and doors ❑Complies C402.4.4 are labeled as meeting air leakage ❑Does Not [FR18]3 requirements. ❑Not Observable; ❑Not Applicable C402.4.7 ;Vestibules are installed on all building ❑Complies [FR17]3 ;entrances. Doors have self-closing ❑Does Not devices. ❑Not Observable a ❑Not Applicable C402.3.3, ;Vertical fenestration U-Factor. ❑Complies See the Envelope Assemblies table for values. C402.3.4 ❑Does Not [FR8]1 E ❑Not Observable ❑Not Applicable C402.3.3 'Vertical fenestration SHGC value. ❑Complies ;See the Envelope Assemblies table for values. (FR10]1 ❑Does Not ❑Not Observable ❑Not Applicable �C3Q ' Fenestration products rated in [ Complies ¢2 ? r]accordance with NFRC. []Does Not *� I�l ❑ Not Observable ,�I���,(" ❑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 2.7 U-factor of opaque doors associated ❑Complies ',See the Envelope Assemblies table for values. --- [FR14]2 with the building thermal envelope ❑Does Not meets requirements. ❑Not Observable :❑Not Applicable Additional Comments/Assumptions: 1 I High Impact(Tier 1) 2 Medium Impact (Tier 2) � 3 I Low Impact(Tier 3) Project Title: First American Title Report date: 07/07/16 Data filename: C:\Users\Robert\Desktop\First American Title Twin Falls\First American Title-7-05-16.cck Page 5 of 9 # Mecaezicai Rcaugf-3ra Inspection ...Complies? Coanrsst ✓stlssylyli >ns� [C402.4.5. Stair and elevator shaft vents have ❑Complies 1 motorized dampers that automatically ❑Does Not [ME3]3 close. ❑Not Observable ❑Not Applicable C402----------- :Outdoor air and exhaust systems have'❑Complies - 2 :motorized dampers that automatically ❑Does Not [ME58]3 ;shut when not in use and meet maximum leakage rates. Check ❑Not Observable gravity dampers where allowed. ❑Not Applicable Additional Comrnents/Assumptions: 1 [High Impact(Tier 1) 2 1 Medium Impact(Tier 2) nLow Impact(Tier 3) Project Title: First American Title Report date: 07/07/16 Data filename: C:\Users\Robert\Desktop\First American Title Twin Falls\First American Title-7-05-16.cck Page 6 of 9 "tulat'son Inspection or plies? omrnent A „' C402.4.1. ,All sources of air leakage in the ❑Complies 1 :building thermal envelope are sealed, ❑Does Not [IN1]1 ;caulked, gasketed, weather stripped or wrapped with moisture vapor- ❑Not Observable permeable wrapping material to ❑Not Applicable minimize air leakage. _ C402.4.2. :Roof R-value. For some ceiling ❑Complies 'See the Envelope Assemblies table for values. 1 ;systems, verification may need to ❑Does Not [IN2]1 occur during Framing Inspection. ❑Not Observable _ ❑Not Applicable C303.2 ;Roof insulation installed per ❑Complies [IN3]1 'manufacturer's instructions. Blown or ❑Does Not poured loose-fill insulation is installed ;only where the roof slope is<=3 in ❑Not Observable 112. ❑Not Applicable C303.2 ;Above-grade wall insulation installed ❑Complies [IN7]1 3 per manufacturer's instructions. ❑Does Not ❑Not Observable: ❑Not Applicable C4R2.5 Floor insulation R-value. ❑Complies ;See the Envelope Assemblies table for values. ❑Does Not ["E ❑Not Observable ❑Not Applicable C30 Floor insulation installed per ❑Complies [1 9 ,manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable C303.� !Buildin envelope nvelope 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 1 Exterior insulation is protected from ❑Complies [IN14]2 3damage with a protective material. ❑Does Not Verification for exposed foundation insulation may need to occur during ❑Not Observable Foundation Inspection. ❑Not Applicable i 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. Additional Comments/Assumptions: 1 ,High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: First American Title Report date: 07/07/16 Data filename: C:\Users\Robert\Desktop\First American Title Twin Falls\First American Title_7-05-16.cck Page 7 of 9 S�etr t tjk 1,In$ ko Cam le O1X0 ptions ds �( ..«.... J aiW _.._..,�.....___....._ C402.4.6 'Weatherseals installed on all loading ❑Complies [F137]1 .dock cargo doors. ❑Does Not 3 ❑Not Observable, ❑Not Applicable ; C402A.8 Recessed luminaires in thermal ❑Complies [F126]3 envelope to limit infiltration and be IC ❑Does Not rated and labeled. Seal between interior finish and luminaire housing. ❑Not Observable: ❑Not Applicable C406 ,Efficient HVAC performance, efficient ❑Complies ; [F134]1 lighting system, or on site supply of ❑Does Not renewable energy consistent with ;what is shown the approved plans. ❑Not Observable', ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1} I L Medium Impact (Tier 2) 3 Low Impact(Tier 3) Project Title: First American Title Report date: 07/07/16 Data filename: C:\Users\Robert\Desktop\First American Title Twin Falls\First American Title_7-05-16.cck Page 8 of 9 Project Title: First American Title Report date: 07/07/16 Data filename: C:\Users\Robert\Desktop\First American Title Twin Falls\First American Title_7-05-16.cck Page 9 of 9 RECEIVED JUN 3 0 2016 CITY OFTWIN FALLS BUILDING DEPT. n F RST AMERICAN TITLE COMPANY APPROVEDTwin alas Fire Dept. NEW OFFICE BUILDING - I EAST PARK PROFESSIONAL SUBDIVISION #2 to i :1z e O o c `g u POCATELLO, IDAHO CODE REVIEW VICINITY MAP SYMBOLS DRAWING INDEX _/ 2 U BUILDING CODE 1,7771 EARTH O DOOR NUMBER SHEET NUMBER SHEET TITLE �afaF CODE: 2012 IBC I80 WINDOW MARK OCCUPANCY CLASSIFICATION: GROUP B-BUSINE55 EXISTING GENERAL TYPE OF CONSTRUCTION: V-B FIRE SUPPRESSION SYSTEM: NO WOOD STUDS ROOM NAME ROOM NAME GI00 COVER SHEET,INDEX OF DRAWINGS d SYMBOLS FIRE ALARM SYSTEM: NO Ioo 8 NUMBER OCCUPANCY SEPARATION: N/A � CIVIL DRAWINGS r NUMBER OF STORIES: I+BASEMENT J--- CONCRETE -,I —ELEVATION CI SITE DEVELOPMENT PLAN C2 SITE DEVELOPMENT DETAILS ACTUAL ALLOWABLE GRAVEL DETAIL NUMBER BUILDING HEIGHT: 20'/1 STORY 40'/1 STORY(503) I ARCHITECTURAL BLANKET A DETAIL SYMBOL AI00 MAIN LEVEL FLOOR PLAN ACTUAL ALLOWABLE INSULATION SHEET DRAWNW BUILDING AREA: 7,720 S.F. %W0 SF.(TABLE 503) A101 BASEMENT FLOOR PLAN J AI02 ROOF PLAN$DETAILS FRONTAGE INCREASE: 5635 S.F.(506.2) RIGID INSULATION DETAIL NUMBER 1- W O A200 EXTERIOR ELEVATIONS TOTAL ALLOWABLE: 14,635 SF.(506.) 1 ' DETAIL CUT A201 EXTERIOR ELEVATIONS$FINISH SCHEDULE U OCCUPANT LOAD(TABLE 100411) I I STRUCTURAL WOOD BNEET DRAWN A202 BUILDING SECTIONS Z ly Q MAIN LEVEL: 52 (5)68 SF AT 100 SF/OCCJ --+ A203 BUILDING SECTIONS Q LL BASEMENT: 28 (1004.1.2 EXP.DESIGN OCC.BASEMENT TRAINING.22, A204 WALL SECTIONS I' ` � .DEMO A SECTION LETTER A205 � WALL SECTIONS U 2236F AT IOOSF/OCC..3,606OF AT 3008F/OCG..3) A SECTION MARK A206 WALL SECTIONS J TOTAL OCCUPANT LOAD: @@ W 'DRAWING NUMBER SHEET DRAWN A207 WALL SECTIONS A300 STAIR SECTIONS d DETAILS AIM] BUBBLE ELEVATION NUMBER A301 STAIR SECTIONS d DETAILS Q LL LL LLJA400 DOOR SCHEDULE$DETAILS Z SHEET DRAWN 4 2 WALL ELEVATION V) Z I MAIN LEYEL A401 WINDOW SCHEDULE d DETAILS .J FLOOR PLAN REFERENCE SHEET 3 SHEET DRAWN A500 ROOM FINISH SCHEDULE m PROJECT A501 MAIN LEVEL FINISH FLOOR PLAN • AREA:5,168 SF A502 BASEMENT FINISH FLOOR PLAN LL ~ BR'Y' LOCATION A503 INTERIOR ELEVATIONS G .�-. '......................................... A504 INTERIOR ELEVATIONS -t. ._. ___._...0_____ — .. PER SECTION 718:CONTINUOUS ABBREVIATIONS CRAFT-BTOPF'ING IN CONCEALED A505 INTERIOR DETAILS U. •\ ATTIC ON MAIN FLOOR FOLLOWS A506 INTERIOR DETAILS p , LINE OF BEARING-ALLOWING LESS A600 REFLECTED CEILING PLAN a •\ THAN 3p006F EA.SIDE OF DRAFT-STOP. SEE I/A203 STRUCTURAL SHEET TI(LF: CONTINUOUS'DRAFT-STOPPING IN d CEILING/FLOOR ASSEMBLY OF s AF.F. ABOVE FINISHED FLOOR CND. GROUND 5001 GENERAL STRUCTURAL NOTES TRAINING ROOM-ALLOWS LESS THAN 1,000 Sr. SEE /A600. p _ AT. ACOUSTICAL TILE GYP. GYPSUM 5002 SPECIAL INSPECTIONS,TABLES,$SCHEDULES 1 ADJ. ADJUSTABLE H.M. HOLLOW METAL S00 FOUNDATION PLAN 51011 FLOOR FRAMING PLAN COVER SHEET, ------ xx.X^ ----- SLOG. BUILDING JT. JOINT 5102 ROOF FRAMING PLAN I N D!!" -_ - 'a DISTANCE TO EXIT BLK BLOCK LAM. LAMINATE S200 STRUCTURAL DETAILS 'I (MAXIMUM RRAVEL BLANKET MTL. METAL 5300 STRUCTURAL DETAILS DRAWINGS 8400 STRUCTURAL DETAILS DISTANCE 113'-9":LESS THAN 5RD'BRD. ,BOARD O/ OVER ALLOWABLE 200'0") 5401 STRUCTURAL DETAILS w MAXIMUM DISTANCE IN BASEMENT :BOTTOM O.C. ON CENTER 5402 STRUCTURAL DETAILS Sy B 1 S FROM WINDOW OR DOOR OPENING CONSULTANTS C G. CEILING PART.BIRD.PARTICLE BOARD ... . -� RPOSES: . C COL. P.LAM. PLASTIC LAMINATE FOR FIREFIGHTING PU \ MECHANICAL 63'-10"(LESS THAN 75'-0'MAX.) M100 BASEMENT LEVEL MECHANICAL PLAN CONC. CONCRETE PRE.FIN. PRE-FINISHED STRUCTURAL ENGINEER MI01 MAIN LEVEL MECHANICAL PLAN CONTRACTOR SHALL VERIF CONT. CONTINUOUS REQ. REQUIRED M200 MECHANICAL DETAILS$SCHEDULES ALL DIMENSIONS&CONDM S I BASEMENT AHJ ENGINEERING P.C. 4800 FAIRVIEW AVE. DIA. DIAMETER SHT. SHEET PLUMBING SHOWN OR IMPLIED FLOOR PLAN BOISE,IDAHO 83706 ON. DOWN SHTa SHEATHING DRAWING SCA AFR 0 AREA:2¢51 SF PHONE(208)232-OISS PI00 BASEMENT LEVEL PLUMBING PLAN 22'X36' EETSDE FAX(200)375-5251 DR. DOOR SPEC. SPECIFICATION PI01 MAIN LEVEL PLUMBING PLAN DRUG. DRAWING S.S. SOLID SURFACE P200 PLUMBING DETAILS$SCHEDULES RrvLvoN DAT PARKING CODE MECHANICAL ENGINEER EA. EACH STD. STANDARD ELECTRICAL CODE: CITY OF TWIN FALLS ZONING ORDINANCE-TITLE 10 ENGINEERING SYSTEMS ASSOCIATES -- ZONE: CI ELECT. ELECTRICAL STL. STEEL Elmo ELECTRICAL SITE PLAN,DETAILS$SCHEDULES (ESA) 315 WEST CENTER,STE.407 ELEV. ELEVATION SUSP. SUSPENDED E200 MAIN LEVEL PLAN LIGHTING — PARKING REQUIRED POCATELLO,IDAHO 83204 E201 BASEMENT LEVEL PLAN LIGHTING EQ. EQUAL SYS. SYSTEM E300 FLOOR PLANS POWER COMMERICAL PHONE(208)233-050 DRAWN FAX(208)233-0529 EXIST. EXISTING TYR TYPICAL £301 FLOOR PLANS MECHANICAL POWER 3Y: RVF BANK,SAV It LOAN,OR BIM: 22 SPACES(7,720 SF AT I SPACE/350 5F) E400 FLOOR PLANE FIRE ALARM ELECTRICAL ENGINEER EXP. EXPANSION U.ON. UNLESS OTHERWISE NOTED E500 POWER RISER AND PANEL SCHEDULES CHECKED BY: RVF PARKING PROVIDED PAYNE ENGINEERING EXT. EXTERIOR VERT. VERTICAL PARKING LOT: 18 SPACES AROUND BUILDING-n MORE IN SHARED BuilQSubj JOB IB23 EAST CENTER F.E. FIRE EXTINGUISHER W/ WITH been revoved �- NuMBER: 12312-I&A PARtlNG AREA OF DEVELOPMENT POCATELLO,IDAHO 83201 PHONE:(208)232.443E FF. FINISH FLOOR W.P. WATER PROOF All Construction ecI �j PRQIECT TOTAL PARKING PROVIDED: 30 SPACES FAX:(208)232-1439 To . DATE. MAY 25,2016SHFFFT► OF Page_ G100 a ": — 1 Key Notes: ' s 'ss a•ss�-a•ss a-ss a"ss a"ss a°ss a-ss B-ssti • EXISTING CURB,GUTTER AND SIDEWALK-RETAIN AND PROTECT ` os\ - � l���T' - - e �DO DO 00 LOCATED IN L E-2 EXISTING DRIVEWAY APPROACH-RETAIN AND PROTECT a"w' e°W 8 yv e'we1v \ IN' ,tIFS g _ m Q EXISTING 4'SEWER SERVICE-LOCATE,RETAIN AND PROTECT e^x-- •�a"tv e"w- A PORTION OF E-1 E-4 ks iB '� WpTI. \ L GOV'T LOT 3, SECTION 3, C N \ $ � EXISTING WATER SERVICE W/1 1/2' ETER-LOCATE,RETAIN&PROTECT TOWNSHIP '10 SOUTH, RANGE '17 EAST,�\ Do EO5 EXISTING PI SERVICE-LOCATE,RETAIN AND PROTECT TWIN FALLS COUNTY, OAHO V/ o _ BOISE MERIDIAN E-6 EXISTING UTILITY DEVICES,RETAIN AND PROTECT -„----' ,�. "' - / \ 7c Y I N / C-7 ) � sxBe 1 E-7 EXISTING FIRE HYDRANT m / _ - S89'42'39°E Q� }55 C-1 L 1 yu55 • o � UNDEVELOPED FIELD yp�/ ---- m 104.05' _ -- 25,60 _1 o' 192.00' 355e'' 0 10' 20' 40' L M� C-1 SAW CUT EXISTING ASPHALT VERTICALLY FOR PATCH BACK AS SHOWN I rF, / / ---- J �C�4 o �� O eo © CONSTRUCT THICKENED EDGE SIDEWALK PER DETAIL SHEET 2 // / Tn�" C-6 `" o y D-1 E2 / v 4 _ Sio Scale In Feet C • / / ----- - ------ ------- ----- -a 1 CONSTRUCT ASPHALT PARKING/ROADWAY PER DETAIL SHEET 2 C74 CONSTRUCT HANDICAP RAMP PER DETAIL SHEET 2 / / / // 7)1 �� � 52'ry �� I D-1 A / 12s /� RECEIVED L� CONSTRUCT CATCH TYPE CURB&GUTTER PER DETAIL SHEET 2 t/ / NJUL 15 2016 CONSTRUCT RELEASE TYPE CURB&GUTTER PER DETAIL SHEET 2 s I s. m i I C 3 C-7 INSTALL 1 1 2'POLY WATER SERVICE LINE ,'ma f , I /'� ' z / D-1 STUB F �t00F DRAIN CIIYOFTWINFALLS / I i I / / / / BUILDING DEFT. \O 1 2-8 CONSi.TRASH ENCLOSURE PER DETAIL SHEET 2 C I I i I i' / �Sro r$•2 Io �y' "o D-1 / E-8 /' o 7-9 INSTALL'SHOE BOX'TYPE ANODIZED LIGHTS AS SHOWN-LIGHTS BY m36' 15 U71 ITY T X / ,g'� i ^L �I�J O J"`F-- i/ L a� ELECTRICAL CONTRACTOR-APPROVAL BY OWNER REQUIRED. ESM . \ Y " PQ.r �'S / / 2 Cc I 3856 / LIGHTS SHALL FACE DOWNWARD PER SPECIAL USE PERMIT. 62 I LNG BACK I I \ \6- / C-2 \ 1 I 0-1 -3657'- ALL NEW PUBLIC IN 0 BE ADA N c-fo CONST.VAN ACCESSIBLE PARKING W SIGNAGE PER DETAIL SHEET 2. \ / I / _ COMPLIANT.WHEN TYING INTO EXI ON COMPLIANT • / I \ 0' 13' 13' 20' 6' 3 �6(1; 8' ' 15 15' 7' 6' 20' 12'Over Pave i C-11 CONSi.MONUMENT SIGN BY SIGN CONTRACTOR AND OWNER I I I N \ IMPROVEMENTS CALLLORIw/5• �iINEERING) C-6 I e atib " LFIE I 1a"ta e 1 FUTUI BLD PA( BEFORE COMMENCING Al YWORK. Q CONST.DRAINAGE SWALE TO CONTAIN/DIVERT DRAINAGE FROM UNDEVELOPED I I UTURE Mt�ICAL OFFICE ' �• 1 C FIELD FAST OF PROPOSED PARKING AREA SWALE TO BE 12'MIN.DEEP I I II '�+-iI FFE=56. 0 W W°' W/2.1 SIDE SLOPES.AV SWALE=54.00 6,000 SF MAX wife �'- N �y ui I I 6� I \\ INSTALL 3)4'CONDUITS AS SHOWN FOR FUTURE USE -1 I I qp FFE=5J 10 as c-5 .50 ( �°,U C-J a o 9 C-10 I m ® "d°`' I \ z Q INSTALL 3'WIDE VALLEY GUTTER PER CTF STD.DWG.V-1(SIM.)SEE I L 1 LOT ® \ 2 I 1 LOT 3 4TF OPHTHALMOLOGY SITE PLAN FOR GRADING I 6liW aAw� 3 I I - I®1 CONSL SWALE FOR LS.DRAINAGE-SLOPE TO DRAIN AS REQUIRED I I M16M1 o \ '10uTS� CONSL CATCH BASIN PER DETAIL SHEET 2-TC EL=49.90,INV=47.50 I / 63.7•A° \ $ I ON�TO��3AINSTALL i6 LF 12'SD-S=-0.63X I �,5� ERON SNB FBR ROOF DRAIN 5Ay "� �Co^ yt IF GRAIN C \ �;�INSTALL STORM DRAIN MANHOLE PER DETAIL SHT 2 RIM=51.15 BIM.=42.0051Sq.INV IN W=47.4,INV.OUT PERF=4L40 �INSTALL 60 LF 12'PERF-S=+O.00X INV=47.40 9 I �,S-4 ryCONST 18'x75x7.5'DEEP STORM DRAIN DRY-WELL PER DETAIL SHEET 2 Al 1& �INV.PERF=47.40,i0P DW=49.50,BIM.DW=42.00 3,954 CF NET REQ'D. q 9 \ C_8 vy\ Qy' ,� '' N S®- INSTALL 25 LF 6'SO-S=+5.00X INV=47.40(®MH)48.65(End Stub) C:J 1 I C- I ts� ,1 C_3 aS L-1 C_5 _ �'t ,� �y' 2 ,2 i a O 1 �y I �' c-s 1 \5 fi O UDD SD- INSTALL 110 LF 6'SD-5=+2.00X INV.=47.40(®MH)49.60(End Stub) I I -g g w / C-6 C 5 SD-8 INSTALL STORM DRAIN MANHOLE PER DETAIL SHT 2 RIM=51.80 BIM.=42.00 E-3 -1 ?P '` INV IN W=47.4,INV.PERF=4L40 (2� 5 I • SD-9 CONTT. 12'SCUPPER THRU CURB FOR DRAINAGE 70 BASIN AS SHOWN / ---F� -- -- Ell.- V / D-1 CONSL 20'x52'x2'DEEP DRAINAGE SWALE AS SHOWN.W/4:1 SIDE SLOPES / 4• -_ y^ -1 1,016 CF REQ'D., 1030 CF PROVIDED AS SHOWN. m - 4 ,4•PI 4'PI „ a'PI 4 1 ++ ��• D-1 CONSL CATCH BASIN PER DETAIL SHEET 2-TC EL=54.51,INV=51.51 f? C '�' eS 's a"s e" �� y ibr w a \0 D-1 INSTALL 23 LF 12'SD-5=1.08X INV=51.51(0 CB)51.25(®All D71) INSTALL STORM DRAIN MANHOLE PER DETAIL SHT 2 RIM=54.70 BTM.=48.40 ' ' -h `' 01 zoaoi w 'O w INV IN NW&E=51.25,INV.PERF=50.00 / / e 11 / > � -�`�1� - 4 ®1 INSTALL 40 LF 12"PERF(CAP END)-S=+0.00%INV=50.00 89'42'39°G 199.72' / `\�,P o\ n ,3 2-1 INSTALL 50 LF 6"SO-S=+0.50%INV=50.00(0 Al 50.25(End Stub) / r 74.30' / "+�'�r� O H D-1 CONTT.CATCH BASIN PER DETAIL SHEET 2-TC EL=55.30,INV=53.30 • ®-1 INSTALL 10 LF 12"SO-S=+1.00%INV=53.30(0 CB)53.20(End Stub) m ' ^_ atch Area Denotes Improvements j ` D-1 CONSL 30'x62'x4'DEEP STORM DRAIN DRY-WELL PER DETAIL SHEET 2 - --- - - -- - ' ' -- - - - --- " ' INV.PERF=50.00,TOP DW=52.40,BTM.DW=48.40 Z885 CF NET REQ'D. onstructed by Riverview Surgery Center / Site Plan Under Se orate Building Permit / L-1 LANDSCAPING-DESIGN AND PUN BY OTHERS PER OWNER / / I / / Design Data: � i iverview Surgery enter ite la Storm Drainage Calculations: Under Se orate Buildin Permit Drywell inspections required as follows: 1 1 I I / 1. Rock tested by City of Twin Falls r I / I Owner/Developer. Eastpark Professional Engineer: EHM Engineers,Inc. Note: I I 1 / _ __ J Engineering Lab for 40 k voids. u•1 I C-14 LOT 6 I R Gerald Martens 621 N.College Rd.,Ste 100 Drainage Runoff Factors: Vt=1.6 12 A ROF m --- -"--- - g / O( ) I I I / ---- 2. Excavated drywell pit(length,width, I I E-8 I (208)734-4888 twin Foils,Id.83301 Impervious Areas =0.95 I I • ro I I 208 734-4888 Landscape Areas =0.25 w I I 1 and depth)with geotex[ile fabric in o I I I Dev.Area: 1.20 Acres total ( ) Pre-Development=Commercial No Allowance I I place on all sides. p I I Gerald Martens,P.E. • I I 1 ,.Q / Z I I I Zone: C-1 DO NOT SCALE DRAWINGS Dry Well Net Area=Voids 40% 3. inspection of rock backfill and catch basin installation. I I I Existing Use: Vacant CONTRACTOR SHALL VERIFY ALL Stalin Drainage Retention for Lot 1: I I I I / b I I CONDITIONS AND DIMENSIONS AT 4. Final inspection;fabric over the top. I I THE JOB SITE AND NOTIFY THE Total Area of Lot 1 =20,691 sf 1 I / el I Proposed Use: Professional Offices Building, Parking and Sidewalks =14,908 sf I / Please call before 7:30 am for inspection i I I ENGINEER OF ANY DIMENSIONAL Landscape Area =5,783 sf I I / that day.735-7255 or 735-7293 I I ERRORS,("NfA�NIORK. SI. R DIS- p I I I ASPHALT I I I I Setbacks: City of shall conform to CREPANCGINNING I City of twin Falls Zoning and OR iABRI Impervious Area = 14,908 sf 1.6/12*14,908*.95= 1,888 cf I I I I T : I I �' ng Landscape Area = 5,783 sf 1.6/12*5,783*.25= 193 cf / I I I 1 Subdivision Regulations Section 1 Total 3�8T cf 10-4-3.3(E)&10-4-19.4 Storm Drainage to be Retained in Shared Dry-Well as Shown. Legend Vicinityap GENERAL NOTES: m Property Bounds Line 1. CONTRACTOR SHALL HAVE A CURRENT SET OF CONSTRUCTION PUNS STAMPED BY THE ENGINEER WITH AN APPROVAL STAMP BY 14.ALL PIPE TRENCHING AND BEDDING AND FIRE HYDRANT INSTALLATIONS SHALL COMPLY WITH THE AFOREMENTIONED STANDARDS. 6-28 fcm Storm Drainage Retention for Lot 2: p y Boundary 7- 6-1 r CTF THE CITY A7 THE WORKSfTE. • Total Area of Lot 2 =20,652 s( Easement Line ------------ CJ 15.IT IS THE CONTRACTOR'S RESPONSIBILITY i0 FILL OUT AND SUBMIT A NOTICE OF INTENT(NOT)70 EPA AND HAVE A COPY OF THE 7-11-16 r CiF Drainage to West Dry-Well: Proposed Water Main&Size w e• 2. ALL CONSTRUCTION SHALL CONFORM TO THE IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION,THE CITY OF TWIN FALLS AND POLLUTION PREVENTION PLAN AVAILABLE AT THE JOBSITE PRIOR TO CONSTRUCTION.SEE W'EBSITE Building,Parking and Sidewalks =14,459 sf - ALL OTHER LOCAL,STATE AND FEDERAL AGENCIES WHICH ARE APPLICABLE UNLESS OTHERWISE SHOWN. http://cfpub.epa.gov/npdeslstormwaterlcgp.ctm.QUESTIONS REGARDING THIS REQUIREMENT MAY BE REFERRED TO MISHA VAKOC OF Landscape Area = 1,249 sf Existing Water Main &Size W 6' EPA AT,(206)553-6650.CONTRACTOR 70 SUBMIT COPIES OF DOCUMENTS TO THE CITY OF TWIN FALLS. NYON - J. THE CONTRACTOR SHALL TAKE ALL NECESSARY AND PROPER PRECAUTIONS TO PROTECT ADJACENT PROPERTIES FROM ANY AND ALL Impervious Area = 14,908 sf 1.6/12*14,459*.95= 1,831 cf Proposed Sewer Main&Size C a'- - - - DAMAGE THAT MAY OCCUR FROM RUNOFF AND OR DEPOSITION OF DEBRIS RESULTING FROM ANY AND ALL WORK IN CONNECTION WITH 16.DEVELOPER WILL PROVIDE ONE SET OF CONSTRUCTION STAKES ONLY.ANY SUBSEQUENT STAKING&COSTS INCURRED WILL BE THE Landscape Area = 5,783 sf 1.6/12* 1,249*.25= 42 c( Existing Sewer Main &Size C 9' R ------ SITE CONSTRUCTION.THE CONTRACTOR,AND EACH SUBCONTRACTOR,SHALL BE RESPONSIBLE FOR THE CLEAN-UP AND REMOVAL FROM RESPONSIBILITY OF THE CONTRACTOR. Total T67Sf g THE JOB-SITE ANY TRASH OR EXCESS MATERIAL CREATED BY THE PERFORMANCE OF THEIR WORK.SUCH MATERIAL SWILL BE PLACED IN Storm Drains a to be Retained in S are D Well s Shown.Total D - Proposed Pressure Irrigation Main&Size PI 6'- A DUMPSTER OR SIMILAR DEVICE PROVIDED BY THE CONTRACTOR OR TRANSPORTED FROM THE JOB-SITE. 17.TRAFFIC CONTROL&SIGNAGE FOR SUCH SHALL BE INCIDENTAL TO THE CONTRACT AND BE THE RESPONSIBILITY OF THE eNr 9 h ry- CONTRACTOR.THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN TO THE PROJECT ENGINEER PRIOR TO COMMENCING WORK. Well to Carl 3,954 cf Min. in 18 x75 x7.5 Deep a(4,050 cf Provided Existing Pressure Irrigation&Size w s' r 1 9 g 33 34 OLE INE RD E 3 35 36 4. RECORDED AND/OR FILED SURVEI'MONUMENTS EXIST WRNIN THE LIMITS OF TNIS PRQIEC7.R IS THE CONTRACTOR'S Drainage to North Basin: Proposed Storm Drain&Size SD 12'- 3 3 2 2 1 RESPONSIBILITY TO PROTECT AND/OR HAVE REPLACED ANY MONUMENTS DESTROYED DURING CONSTRUCTION. 18.LANDSCAPE AND LANDSCAPE IRRIGATION BY WOODBURY CORP.SEE ARCH.FOR SITE LIGHTING DETAILS. Roadway(Full Road+North SW)= 7,469 sf NX#Landscape Area =Z 113 sf Existing Storm Drain&Size SD 12' o PROJECT w e5. CONTRACTOR SHALL PROVIDE ALL SURFACES TO PROVIDE FOR PROPER DRAINAGE NECESSARY ESARAND HORIZONTAL ESS/AND VERESSTICAL CA SI TRANSITIONCONST BETWEEN NEW CONSTRUCTION AND EXISTING • Impervious Area = 14,908 sf 1.6/12*7,469*.95=946 c( Pro Proposed Fire H drant Y OD z z Landscape Area = 5,783 sf 1.6/12*2,113*.25= 70 cf p y 6. CONTRACTOR SHALL REMOVE AND SORT ALL ON-SITE EXCAVATED NATIVE MATERIAL AND USE SUITABLE MATERIAL WHERE DESIGNATED UTILITY SERVICE NOTES: 7 - Total 1,016 cf Existing Fire Hydrant Ct to ON THE CONSTRUCTION PUNS AS REQUIRING FILL MATERIAL.FILL SHALL BE PLACED AND COMPACTED BY METHODS APPROVED BY THE 1 ALL WATER AND P.I.SERVICE LOCATIONS TO BE INSTALLED WITH A BURY DEPTH OF 42 INCHES FROM FINISHED GRADE TO STATIONS, / ~Y OLERI R CITY OF TWIN FALLS AND APPROVED BY THE DESIGN ENGINEER.ALL STRIPINGS NOT SUITABLE FOR FILL MATERIAL ON LOTS OR Storm Drainage o ai Retained in Basin as Shown.20'x52'x2'Deep Proposed Manhole z z ROADWAYS SHALL BE USED AS DIRECTED BY THE ENGINEER OR DISCARDED OFF-SITE A7 THE CONTRACTOR'S EXPENSE. OFFSETS.AND ELEVATIONS SHOWN.WHERE OFFSETS ARE NOT FROM THE CONTRACTOR SHALL INSTALL THE WATER E I P.I. LED TO BOX Total Basin to Contain 1,016 cf Min. g SO THAT THE FACE OF THE RISER IS LOCATED 12'TO 18'FROM BACK OF SIDEWALK.ALL SEWER SERVICES 70 BE INSTALLED ID Existing Manhole ® - z 7. EXISTING UTILITIES ARE LOCATED ON THE PLANS FOR THE CONVENIENCE OF THE CONTRACTOR ONLY.THE CONTRACTOR SHALL BEAR STATIONS AND OFFSETS SHOWN. Storm Drainage Retention for Lot 3: - B-7i a FULL RESPONSIBILITY FOR THE PROTECTION OF UTILITIES AND THE ENGINEER BEARS NO RESPONSIBILITY FOR UTILITIES NOT SHOWN ON 2•ALL SEWER SERVICE STUBS SHALL BE LOCATED WITH A T'FENCE POST,PAINTED GREEN.SERVICE STAMPS ON CURB SHALL BE IN Total Area of Lot 3 =34,675 sf Proposed Valve N = ACCORDANCE WITH CITY OF TWIN FALLS STANDARDS. NS 9( Max.), Existing Valve Da FALL 11 E THE PLANS OR NOT,IN THE LOCATION SHOWN ON THE PLANS.THIS INCLUDES ALL SERVICE LITERALS OF ANY KIND. Building 6K Max., Parkin &SW =22,122 sf --- 2 1 TITS 1 Landscape Area =2,500 sf Proposed Catch Basin o z< 11 12 B. POWER/LIGHT POLES AND/OR OTHER EXISTING FACILITIES VERIFIED PRIOR TO COMMENCING FACILITIES NOT IN PROPER LOCATION BASED ON PROPOSED IMPROVEMENTS SHALL BE �� DE B Impervious Area =22,122 sf 1.6/12*22,122*.95=2,802 cf EXisfin Catch Basin ® � Landscape Area = Z500 sf 1.6/12*5,783*.25= 83 cf g 9. AFFECTED UTILITY COMPANIES SHALL BE NOTIFIED AT LEAST TWO(2)WORKING DAYS PRIOR TO COMMENCEMENT OF CONSTRUCTION. GEOTECHNICAL NOTES: T. CBRIDE Total 2,885 cf CALL'DIGLINE 48 HOURS PRIOR TO COMMENCING WORK. • Storm Drain?ge to be Retained in Dryry-Well as Shown.30'x62'x4'Deep I 1.DEVELOPMENT OF THIS SITE SHALL BE SUBJECT i0 THE DESIGN RECOMMENDATIONS AS OUTLINED IN A GEOTECHNICAL REPO 6 Dry Well to Contain 2885 cf Min. 2976 cf Provided Remainder of 10.MODIFICATIONS OF EXISTING UTILITIES SHALL CONFORM 7o ALL APPLICABLE STANDARDS AND SPECIFICATIONS. GEOTECHNICAL REPORT REQUIREMENT AT THE DISCRETION OF OWNER. ,c Drainage to be accounted for when Lot 3 Develops. 11.THE CONTRACTOR SHALL TAKE REASONABLE MEASURES i0 PROTECT EXIST.IMPROVEMENTS FROM DAMAGE AND ALL SUCH 2.ALL FOOTINGS SHALL BEAR A MINIMUM OF 30 INCHES BELOW ADJACENT FINISHED GRADE. ewe OWN Storm Drainage Retention for Lot 6: IMPROVEMENTS DAMAGED BY THE CONTRACTOR'S OPERATIONS SHALL BE REPAIRED TO THE ENGINEER'S SATISFACTION AT THE EXPENSE Total Area of Lot 3 =28,174 sf OF THE CONTRACTOR. 3.THE SITE MAY BE CLASSIFIED AS'SITE CLASS C'FOR SEISMIC DESIGN. ow.No 3-i6SP Asphalt and Curb&Gutter =3,727 sf 12.ALL CHANGES REQUIRE APPROVAL BY THE PROJECT ENGINEER AND THE CITY ENGINEER.THE ENGINEER TAKES NO RESPONSIBILITY 4.SUBGRADE FOR ALL PAVEMENT SECTIONS SHALL BE CONSTRUCTED OF APPROVED MATERIALS AND COMPACTED TO 95X OF MAXIMUM Impervious Area =3,727 sf 1.6/12*3,727*.95=472 cf FOR ANY DEVIATIONS FROM THESE PLANS UNLESS AUTHORIZED,IN WRITING,BY THE ENGINEER. DENSITY PER ASTM 0698 AT OPTIMUM MOISTURE. ` Storm Drainage to be Retained in Basin as Shown. 20'x40'xi'Deep 13.IDAHO CODE 39-118 REQUIRES IDAHO DEPT.OF ENVIRONMENTAL QUALITY(IDEA)APPROVAL PRIOR 70 CONSTRUCTION.IT IS THE 5.TYPICAL SECTIONS FOR STANDARD DUTY TRAFFIC ARE SHOWN ON SHEET 2. Total Basin to Contain 576 cf As Shown.Remainder of Drainage to be CONTRACTOR'S RESPONSIBILITY TO INSURE COMPLIANCE. accounted for when Lot 6 Develops. ' 2 ® 00 2'-0' 00 6'_4" 6^ 1'-6" L� TOP OF CONC.CAP 4"PRECASE CONIC.CAP a 1"Batter Install Detectable Wamin [M N Device per LID Std.Dwg. Curb 0 TS Elevation [ (2)g s'w CONT. I°R. 1 1/2' H-2-A Sli Resistant Ram °0 BOND BEAM AT TOP, 1/4"R. Romped Sides O 6"CONIC.APPROACH SLAB BOTTOM,&48"O.C. •'R' Texture RegUlfed f1 v OVER 4"-3/4'COMP. On Rams LL BASE-TYP. CHAIN LINK GATE W DOUBLE , \ \ DIAGONAL PRIVACY SLATS CONIC.FILLED 6"DIA. o �a 1:12 �s LM 0 STEEL POST ANCHORED -I Compacted 3/4"or 1 T/2'Grovel o L 00 2.90TCC 25.9orcc TO CONCRETE FTG. tO Base to Bottom of Parking Section d V M°x' M°x• 99® O°O _ 6"CONCRETE SLABW� SLOPE To DRAIN 8"SPLIT-FACE CMU COLOR °a00000eo a ' 6's AT 24°O.C.VERT. AS SELECTED BY ARCHITECT High-Back Curb Detail °e^°eeoa;eo DUMPSTER RECYCLING CARTS 6' I oPer Plan I 6' L 1/2"FIBER EXP.JOINT f T 'T -1 3 a Min. 4'Min. Mlno / 5 AT 24'O.C.-EXTEND PLAN VIEW C UJ 3 a 8"SPLTT-FACE CMU JO"ABOVE TOP OF FOOTING rn \O o BLOCK WALL ALTERNATE HOOKS O 0'_0" 2'-o° - - - _ - - - - GRADEParkin Lot RAISED CURB (2)/5 AT TOP AND BOT. Grade at Access !n 26.00TCC 26.00TOC 1"Batter FRONT ELEVATION - 6"CONC.SLAB W °I 73 :12"x24" 3 DSxD5 WWF 1 1/2' All Construction,Signage&Striping to Comply with the Americans With Disabilities Act R a^ 3/a"AGGR. �' 1 4'R. Accessibility Guidelines(ADAAC)and Council of American Building/American National ' 12-o �v Standards Institute(CARD/ANSQ. III CONIC.FOOTING N m W O W/(2) 5'w HORIZ. Handicap Ramp Detail Z TRASH ENCLOSURE PLAN 2'-0" I Compacted 3/4'or 1 1/2"Gravel Not I.style -1 Base to Bottom of Parking Section N M.WALL SECTION 6'-4" Release Curb Detail CONIC. FILLED 6"DIA.STL POST TOP OF CONIC.CAP Not to Scale 4"PRECAST CONCRETE CAP 5'-0"x 5'-0"CHAIN LINK GATE WITH DOU BILE DIAGONAL PRIVACY 5'-0"HIGH x 8'-0"WIDE CHAIN LINK GATE OL SLATS.CR AS SPECIFIED BY WITH DOUBLE DIAGONAL PRIVACY SLATS AND ARCHITECT.O DIAGONAL BRACING.COLOR SELECTED BY I'-D x1'-6 x0A80 ALUMINUM ACCESSIBLE V ARCHITECT. PARKING SIGN.SIGN TO READ'RESERVED PARKING"w/IDENTIFICATION SYMBOL BOLT CONIC.FILLED 6°DIA.STL.POST TO STEEL TUBE w/J/8'CADMIUM PLATEDBOLTS,NUTS,AND WASHERS 4'Wde Strping, Print(2 Cwts "a VAN ACCESSIBLE"SIGN AS Traffic 8" Cam',j 8"SPLIT-FACE CMU COLOR REQUIRED Paul I a O AS SELECTED BY ARCHITECT ^C� Con (2)Cwb Sue OF STALL Cr' 21x214.188'STEEL TUBE EXTEND INTO 2 43' 1'-6°1 1'-6' 2'-6' N�+ ' b 6"CONCRETE SLAB W 13 x 13 CONCRETE FILLED PIPE 2'-0'.PROVIDE ° WELDED WATER iIGfiT CAP.PALM P&L 16118 'o D5 x D5 WWF OVER 4" 3/4"AGGR. 6 O W Q ' "CONCRETE SLAB W 13 x 13 BUCK COFFEE I D5 x D5 WWF OVER 4" 3/4"AGGR. CONC.PIPE BASE-SLOPE FOR 4' N "y u+ DRAINAGE raj ' PAVING 3' rz 4 0 FIN.GRADE 40-1 TOP OF PAVEMENT 5/16"LIFT PINS f. &CONIC.SLAB a 1"DIA.GALV. PIPE 1'-6'DA.CONIC. ( 0,i I I II I I SLEEVE 4"DEPTH BASE I 1'J" 7 71'1" �i — r ( ) 6'DM.STEEL PIPE FILLED 1"'. `� 3"Wide Pointed Sripee L J I ww/CONc. - -f Paiat�zecoars wNte R. .. 2'-0"x 2'-0"CONC. FOOTING W/ �� - Bead 8ecfbe Point -4---r 1 (4)W 5 VERT.BARS&/3 HORIZ. I �L J 1 I L J 1 1 A69n with Bxl BARS AT 8°O.C. PROVIDE(3) 3 1-6" !,a of Stag Sbpiog I HORIZ.BARS IN TOP 5"SPACED 1' -1-1— ---------------------------- —L-1--1 2' SO. j APART L__---J---------------------------L_____J Accessible Parking Sign Painted Accessibility Symbol W Not to swM Not to finale SLAB SECTION FRONT ELEVATION I"Batter Varies-See Plan Trash Enclosure Details Not to Scale 2 1/2'PIANTMIX PAVEMENT 1)/4 Cont. DO NOT SCALE DRAWINGS 2'-3/4-AGGR,COMP. CONTRACTOR SHALL VERIFY ALL r0 I','MAX.DENSITY CONDITIONS AND DIMENSIONS AT 03' ' THE JOBSITE AND NOTIFY THE ' AGGR.COMP. ENGINEER OF ANY DIMENSIONAL 2'-6° 3-0 2'-6° 6' 2'-0" B' TO 95%MAX.DENSITY OERRORS,OMISSIONS,OR DIS- S B CREPANCIES BEFORE BEGINNING 3' 2'-6- 3' _ _ _ _ _ _ _ _ N OR FABRICATING ANY WORK. 1' SUBBASE-COMPACTED 12'MIN. —I 11—I I 1—I I—I I 1—III—i l i—III—I I- B 1 Bar-3*x 1/4'� -- ro ssx MAX.DENSITY =1 11=1 11=1 11=1I I—I 11=111=1 11=1 I I—I r2l�4".,'rni. x 1'-4 1/2' IIIIII—I 1=1 -1 1=1 -.� 1-_III= 6-15-16 tcm Compacted Gravel 6-28-16 tc2-7'No.4 bars NOTES: SUBBASE MATERIAL TO BE APPROVED BY THE ENGINEER PRIOR 70 AGGREC47E AND 12' 6° Compact ub-Base 7-11-16 tcm per CTF A A each side welded 7 Bars-3 x 1/2' A "i J' to angles x 2'-4 1/2' ASPHALT PLACEMENT ®2 1/4•D.D.2-<s 3 1/2"x 3" Interior Light Duty Paving Section Thickened Edge Sidewalk Detail Lip x 1/4°K A A of Gutter A A Not to Scale Not to Scale N 2-12'No.4 bars 2 Bars 3 1/2' Not to Scale each side B x 1/4x 2'-6 SECTION A-A Cast Iron Frame W/2410 Cover Per Plan Welded to angles N.T.S. Labeled As Storm Sewer PUN 2 Bars-1 x 1/4' Top Of Manhole/AsohaAl Finished Grade ' 8F x 1-4 1/2' 6' 1'-5' "6° 2-12'No.4 bars R s 4'-0' 4'-0' q crete Grade Rings Lap Geotextile 7 3/8' Top of curb 4 1/2' I I 7 3/8° Max. Too of Rock Elev. p oIF Z— 1 Bar-3 x 1/4° :R Geotextile at Top ln0 io x l'-4 1/2' PLAN k Sides of Orywel N.T.S. Pre-Cast Manhole Lip of gutter now line T 'Contech'C-45NW Geotextile or Equal e 1 4 1/2" Sides and Top Only a a 3" G. MARTENS PVC Inlet T. MCBRIDE �a Perf.Pie See Plan SECBON A-A --r Bottom of Rock Elev. \ "" L MCBRIDE Trowel smooth R N.LS. h APR., 2016 NOTES: Washed Aggregate 127 Perforated Pipe i Flowline Elev.per Plan Note:Prior to l Provide Installation 1.The outlet pipe shall be placed as directed. " l �� Contractor Shall Provide Sample of AS SHOWN STANDARD CATCH BASIN p 2.Pipes may enter or leave box from any direction. r�4 9 2"TO 4'Washed Aggregate\ Product to Obtain Laboratory 3.Minimum pipe size shall be twelve inch(12) SECTION B-B �� Conc.Base Over ` Documentation of Required Voids. ELEVATION diameter and shall conform to Std.Specs.410.02. N.T.S. Undisturbed SubGrade No e:Typica de ail,see ey notes � S.'N N0. 093-16SP N.T.S. for act al sze nd levaions \� Catch Basin Detail ���� Storm Drain Manhole Drywell Detail a . Not to Scale Not to Scale Not to Scale Sheet C2 of 2 PLANT SCHEDULE LAN125GAPE REQUIREMENT5: LANDSCAPE NOTES: (PER TWIN FALLS CODE) 1. REGULATIONS 4 STANDARDS 6. PLANTS TREES CODE BOTANICAL NAME/COMMON NAME GONT GAL SIZE OTY 1.1. All contractor work shall be conducted in accordance 6.8. All plant material shall be installed per Industry standards. SCREENING 4 BUFFERING: with ISPWG(Idaho Standard Public Works Construction), 6.5. All plant material shall meet or exceed the minimum tj�f^1j\) AGE PAR Ater pl4tanoide5'Parkway'/Norway Maple B 4 B 2"G411 1 1 STREETS 4 PROPERTY PERIMETER: 2016;and Glt of Twin Falls,D codes,Standards and federal standards as regulated b ANSI 260.1,American CLASS II - NO TREES WITHIN 1 O'OF SUBSURFACE STORM SEEPAGE BEDS - y A y • ••NO TREES OR SHRUBS OVER 36"WITHIN CLEAR VISION TRIANGLE State and local regulations. Standard for Nursery Stock.Plants not meeting these C INTERSECTIONS:40'x40'ALONG CURBS 2. EXISTING CONDITIONS standards for quality,or plants determined to be O m DRIVEWAY-ALLEY: 40'ALONG STREET X 1 5'ALONG ALLEY 2.1. All utilities shall be located prior to construction and unhealthy by Owner's representative,will be rejected. E GHA ARR Ghamaecypari5 nootkatensis'Green Arrow'/Green Arrow Nootka Cypress B 4 B 8-9'H 15 *-PRESERVE 4 PROTECT ALL EXISTING TREES WITHIN PROJECT BOUNDARY - protected.Any damage to Structures,utilities or 6.6. All Ball and Burlap trees to be Installed per Balled and / W \ "BERM 050"IN HEIGHT TO BE 50%OF LF OF PERIMETER concrete will be replaced at contractors expense. Burlapped planting detail 3/L 1.01. W o {'��RW{ ••BERM PROVIDED 0855LF/1,362 LF(62%) 2.2. The site has many existing Improvements such as 6.-1. All shrubs to be installed per detail 2/1-1.01. underground utilities,curb and gutter,light poles and 6.8. Trees and shrubs over 5 S'shall not be planted within Ie M FRA PEN Fraxinus pennsylvanica'Patmore'/'Patmore'Ash B 4 B 2"Gal 14 PARKING LOT REQUIREMENTS: sidewalks. clear vision triangles per city rode. E . GLA55 II TREE5 REQUIRED:3 1 2.3. See Engineer's plans for information about existing 6.9. Fertilize all trees and Shrubs with'Agriform'planting 0 TREES PROVIDED:35 features. tablets or approved equal.Apply per manufacturers a - B. &RAVING 4 SITE PREPARATION recommendations. Cl + TOTAL LANDSCAPE AREA:50,36-15F o GLE IN 22 6ledit5la trlacanthos Inermi5'5unburat'/Sunburst Common Hone locust B 4 B 2"Gal 2-I 3.1. Prepare finish grades for planting by grubbing and T. IRRIGATION(POW n y PLANT MINIMUM REQUIREMENT5: REQUIRED PROVIDED removing weeds.If necessary apply Round-Up(or 6. Irrigation system shall be built to the following specifications- 50% C m 1 TREE PER 5005E LANDSCAPE AREA 5 1 DECIDUOUS 52 DECIDUOUS equivalent herbicide).using a certified a c TO BE EVERGREEN 50 EVERGREEN 50 EVERGREEN q 9 applicator. 6.0.1. Adhere to city codes when connecting to city water. • L SHRUB PER 100 5F LANDSCAPE AREA - 25 1 DECIDUOUS 3 10 DECIDUOUS Remove rocks and other materials over 2". 6.0.1. All Irrigation material to be new with manufacturers' a ` PIG LAY Picea pungens'Layered'/Layered Colorado Blue Spruce - B 4 B 8'-9'H X 3'-4'W 12 50%TO BE EVERGREEN 250 EVERGREEN 25'1 EVERGREEN 5.2. All gravel overprep to be removed and disposed of off warranty fully Intact. N y site. 6.0.2. Install indoor rated controller in specified location on S t - 50%OF TOTAL TREES TO BE AUSTRIAN PINE,GREEN ASH,HONEY LOCUST 3.3. Finish grade to be smooth transition to allow for entire plan.Coordinate with project manager on exact O 7 m TOTAL TREES IN CATF60RY 5 1/102 site to be a natural flowing Space. location. m 5.4. Fine grade lawn areas to elevations set by Engineer's 6.0.2.1. Controller to Include On/Off rain switch or other PIN FLE Plnus flexilis'Vanderwolf's Pyramid'/Vanderwoif's Pyramid Fine B 4 B 8'-9'H X 3'-41W 10 PLANT SIZING MINIMUM REQUIREMENTS: plans with positive drainage away from structures. rain Shut off device that does not alter program. a' TREE SIZING: 3.5. Refer to Engineer's plans for grading information 4 for all 6.0.3. Irrigation system piping In landscape areas to be CANOPY TREE5: MIN 2"GAL,B4B MIN drainage pipes and locations.Protect and retain _ minimum schedule 40 PVC or a i! 1 �`°� CONIFER TREES: MIN 1 O'H MIN g p P approved equal,sleeves 3 a drainage at all times. to be double the size of pipes located within,all wires e PIN NI6 PInuS nigra/Austrian Black Pine B 4 B 8-9'H 1 O SHRUG SIZING: 9 p p f° SHRUBS 26AL POTS MIN 3.6. No pooling or standing water will be accepted per to be contained in separate sleeves 1-1/2"dla min. m` 0 industry standards. 6.0.4. Coordinate all sleeving 4 pipe runs with owner(Local m 3. SOILS Gon5trurt)4 Builder before Installing. a • 3.2. Reuse of existing topsoil that has been stockpiled on 6.0.5. Use common trenching where possible- SHRUBS CODE BOTANICAL NAME/COMMON NAME SIZE FIELD2 FIELDS CITY site is permitted if: 6.0.6. All wires to be 18 gauge direct,bury wire at a 5.2.1. Topsoil Is tested and analyzed to ensure a proper minimum of 1 2"below finished grade.Size wire for GAL KAR Calamagrostis x aeutiflors'Karl Foerster'/Feather Reed Grass 1 gal 48 growing medium.Provide additional amendments as correct voltage loss. ® determined by soil tests.And 6.0.1. Supply a minimum of(2)spare wires to furthest 5.2.2. Topsoil is to be loose,friable sandy loam that is clean valves from controller in all directions. EUO INT Euonymus fortunel'Interbolwi'TM/Wintercreeper 2 gal - 99 and free of toxic materials,noxious weeds,weed 6.0.8. Flow control device to be included on all remote O seeds,rocks,grass or other foreign materials. control valves,including master control valve. _ 3.2.5. Topsoil should have a ph of 5.5 to-1.0. 6.0.9. Connect mainline to point of connection in — t H05 J 1 9 Hosta x'June'/June Hosta 1 gal 20 _ 3.2.4. If on site topsoil does not meet these minimum approximate location shown on plan. standards contractor is responsible for providing 6.0.10. Provide a'winterization port in location near POG. i €a _ approved imported topsoil or Improving onsite Winterization port to be located inside of Its own a- o� JUN BL'f Juniperus squamata'Blue Star'/Blue Star Juniper 2 gal 34 topsoil per the approval of the Landscape Architect. standard valve box. V)wa 1. • 3.3. If imported topsoil is used It must be from a local source 6.0.11. Contractor is responsible complying with all codes >a,�-, Zo and be screened free of any debris or foreign matter. and paying all permits necessary. m- of Elj� LAV MUN Lavandula angustifolia'Munstead'/Munstead English Lavender 1 gal '18 Topsoil must not contain rocks,sticks,lumps,or toxic 6.0.12. Sprinkler heads shall have matched precipitation €� Omatter. within each control circuit.Velocities shall not O L„ + 5.4. Smooth,compact,and fine grade topsoil in lawn areas to exceed 5 feet per second. 95 smooth and uniform grade.5"below adjacent surfaces. 6.0.13. Locate irrigation materials in planters when possible. CONSULTANT STAMP PEN HAM Pennisetum alopecuroides'Hameln'/Hameln Dwarf Fountain Grass 1 gal 3.5. Amend loll for all new plantings 2 parts topsoil 4 1 part T. CONTRACTOR RESPONSIBILITIES compost. 1.1. Estimated quantities are shown for general reference 4. PLANTER BED MULCH only.Contractor shall be responsible for all quantity PER ATR Perovskla atriplioifolia/Russian Sage 1 gal 12 4.1. All planter beds to receive 3"depth of Black and Tan mint estimates. - *� rock mulch,submit for approval prior to placement. T:2. Refer to note 2.1 regarding damages to existing utilities _ • 4.2. Install over commercial grade weed barrier fabric. 4 permitting note in Irrigation section. PIN MU4 PInu5 mugo/Mugo Fine 2 gal 54 5. LAWN AREAS I.B. All plant material and workmanship shall be guaranteed %U, LA-16 3 ® � • 5.1. sodded lawn to be locally harvested tall turf-type for a period of one year beginning at the date of Fd 28 16 ` PRU OTT Prunus laurocerasus'Otto Lu ken'/Lu kens Laurel. 2 al 52 fescue. Acceptance by Owner.Replace all dead or unhealthy y y g 5.2. Lay sod within 24 hrs of harvesting.Lay sod to form a plant material immediately with same type and size at no solid mass with offset,tightly fitted joints on even cost to Owner. grades. 1.4. Landscape contractor to turn in as built drawings at the ARCHITECT STAMP SAL NEM Salvia nemorosa'East Friesland'/East Friesland Perennial Sage 1 gal 5-1 S.S. Strip,repair and replace dead sod as needed end of project.Substantial completion will not be 5.4. Install steel edging where sod intersects planter bed per granted until 2 copies•1"-20'scale are turned In and detail 1/L 1.01. approved by owner's representative. TAX REP Taxus baccata'Repandens'/Spreading English Yew 2 gal 23 e. In the event of a discrepancy,notify the Landscape i Architect Immediately. LLj 1 • NOTES: NOTE: BAGKFILL SHALL BE 100% 1. DO NOT DAMAGE OR GUT LEADER - Z REMOVE ALL TA65,TWINE OR TOPSOIL.WATER SETTLE ALL 2. DO NOT DISTURB ROOT OR DAMAGE ROOT BALL WHEN INSTALLING TREE OR TREE - W OTHER NON BIODEGRADABLE PLANTINGS TO ENSURE PLANT STAKES. V = 14 GUAGE 4"X 1 O'COMMERCIAL MATERIAL5 ATTACHED TO ROOTBALL MAINTAINS"" 3. TREE STAKING SHALL BE AT THE DISCRETION OF CONTRACTOR.HOWEVER ANY 1 STEEL EDGING.POWDER COATED PLANT OR ROOT MASS. HEIGHT ABOVE EXISTING TREES P15TURBED FROM PLUMB DURING THE PLANT WARRANTEE PERIOD WILL BE ~ FINISH GRADE AT LAWN, GREEN. SOILS WHEN COMPLETE. REPAIRED OR.REPLACED CONTRACTOR'S EXPENSE. W Q 4. WATER PLANTS THOROUGHLY IMMEDIATELY AFTER INSTILLATION. W Z AND PLANTER 1,'BELOW PATH FINISH GRADE q" 5. REMOVE ALL BURLAP,TWINE,ROPE,OR MATERIAL FROM THE TOP 3 OF THE In I_TOP OF STEEL EDGER. BELOW TOP OF EDGER. ROOTBALL � W O , 6. 5 DIAMETER PLANTER BED/MULCH RING AROUND THE TRUNK OF THE TREE.3"OF W M • MULCH MIN.DO NOT PLACE MULCH WITHIN 2"OF TRUNK OF TREE. D Q'O") x —III III III=III III—III S W =III III III=1 TOP TWO W j'co III III—III III III MULCH 2"MIN. STRUCTURAL GRAFT VISIBLE ABOVE L) @ -III— III — AWAY FROM ROOTS:<5"BELOW SOIL LINE O ~ 10 TRUNK OF PLANT. TOP OF ROOTBALL. - J H — `I —III - - FOLD BURLAP FROM TOP OFROOT BALL 3"DEEP MULCH SOIL LINE OF THE TOP OF W Z W ' m DOWN NTTO GROUND; MIN. LOWEST THE ROOT BALL AFTER > O =III STRUCTURAL ROOT REMOVING EXCESS SOIL. iY �, III 1—I I I-1 I I FLUSH WITH FINISH LAWN OR PAVING 1 I—I SET TOP OF BALL <5"BELOW TOP OF 3Y 5"OF MULCH d { III-III III—III =I ROOT BALL , GRADE BAGKFILL MIX SEE " • °' T NOTES AND .T REVISIONS TT SPEGIFIGATIONS. E 1 Z"LONG METAL 1 2"TO 1 8"FOR ° LLF ;" Il -IL NO. REMARKS ANCHOR STAKES LARGER SHRUB $TACK ROCK - U INSTALLED 046"O.G., ; SOIL SAUCER>5"HIGH L� f Q ROOT BALLS, GROUP AND AT EACH END. MAKE DEPTH 2? < REMOVE AT END OF ri.- --I MIN.4"DEEPER PROJECT = -TI-II II-I m - sr ocK baow.wa 121 THAN BALL) m 1 Gl =W __ P TEOT APE BALL AND BURLAP PLANT OUT AND FOLD WIRE -Lf1,,;Q ICI Illml�lL I_ ARCNTPorNNeNONAsreR L31 1 9 (IF CONTAINER-6ROWN BASKET FROM TOR OF till dlHl-III W�u�u III II iNi�IH of E L4� r OW ARC c H .FLA ROOTBALLCOMPACT SOIL UNDER _ET rzoB�sas.osoa SOIL SURFACE PLANT WITH ROOTS ROOTBALL TO 90% eRAa CHECKED TBD g LOOSENED AND PULLED ,. ,.."",.«,w..o,,.<"„ ROUGHENED TO PROCTOR. "..�"" •"�•"" DATE 8-28-16 BIND WITH NEW -OUT TO PREVENT PLANT THE&KAPNIcs ANv 501E - FROM BECOMING ROOT oESIbNs ON rNls sNEeT DRAWN TBD • U BOUND) ARe DELIVERABLESTNAT ` STEEL LANDSCAPE EDGING SHRUB PLANTING BALL AND BURLAP TREE PLANTING A1N AT ALL TM05 JOB NO. 1fi010 rROPERTY OF GTACk ROOK bROUr.INO or 32g413,12-01 1"-7'-O" 329333.16-Oi 3/4 1'-O" 329343.33-OS Rooumlon oR Reuse SHEET NUMBER F TNtS PROOUOT CRNTAi NEo;ENT OP L1 .00 KITTEN—SENT OP STACK ROOK bROUP.INC. e20 TAOK ROLK GROUP,INL. LAV MUN b PEN HAM l UN •T JUN BL9 1 gal TAX H05 J 19 3 GLE IN2 1 b LAV M 1 gal REP 3 1 ga 2 go JUN BL'1 5 JUN BL7 6 PIN FILE 2 2 gal 1 al B 4 B EUO INT 5 TAX REP 1 GHA AR 3 2 gal 2 gal B 4 B 1's gg 2 gal 2ga 19412 _.,,.- PEN HAM b LAV MUN b PIG gal 4 b 1 9a KARAX2gaal 5 05I gal 3 -_ __ -- -- - _. _ _ x _ E.N'2 _��. ,. ... ... N- . .....___ i gal -_ - $-- - ___ - -__ - JUN BL'I 5 T-P B 3 6 _ _ ..._ __-_ .-.- H l g; 4 2ga _ _�_� --- g. ... .� -�.1. • D o � 12 gal . W W Dall o I I oa 4 0 W - � . .W .y •W - - -' 9 ._ .._ .._... _ _-.._ •H05-.I-i-9 N -T-GAL- A tPJill Ot 9_ _--1 - 1 GLE IN2 GLE IN2 1_ P N FLE ___-_._--.._ -..__.._._._,..._...-- ,. -.4.SLE.AN2 ------ - -._. -B 4 B B E 4 1 gall 1 - �p f \ W 9 O.GL Jc a - • m 2ga7 to H W W b SAL NEM --'- W .__.------ - -. PRU OTT _._...._..._._._--_ _................_..,...I •" .__,-.-.-_ _ m 2 ga 1 gal PIN NIb 5 4 GAL KAR t' 1 gal I 'o. -- .y I ul PER ATR 1 g I I \ W GHA A LAV MUN ....__ 1 gal PEN HAM rn -� 1 t gal ° l w N • PIN U4 ® N HA 3 ® PIN U4 3'' ®O O - gal 1 a gal O m SAL NEM O IN MU 1 0 _. p ® ® ® y u,1s W W I FRA EN O O 5 L NE 4 bLE IN2 1 ® 1 go O 2 a 0 ® ®® .. ® ® O O ® ® ® _-__._. FS 9 g GHA ARR 9 ACNE-M IN MU4 1 G - KAR'-b_"" • W B 4 B RA PEN B 4 5 1 gal 2 al 1 gal 1";' •�W B46 1 al FRA PEN 1 g � RA PEN O EN M 3 B 4 6 B 4 B E ____€aNbyuq 1-_ SAL NEM 5 GAL KAR 6 FRA PEN 1 FRA PEN 1 HA ARR 3 o I��i ---- . . .........----- ------i'-gal---..... _. ...__..___ ...__.._B-4..8._-_ ... -.--. _.-.- .____-....--------------1--gal'----- -- --- 1 gal B 4 B B a B B 4 B - SAL NEM 4 PIN MU4 3 SAL NEM 4 2 ga 1 gal PIN MU 1 SAL NEM 5 I 1 gal 2 gal 1 gal 2 gal 1 gal I- CONSULTANT STAMP FRA PEN 1 I B 4 B I • ®• • *' ( b JUN BL9 FRA PEN 1 PIN MU4 2 °� ®• •� i _ 2 gal B 4 B 2 gal$A L ® --_-� L NEM 3 _.. AV MUN b _- PIN MU4 3 PIN MU4 .PIN M 4 3 _ • - ..---- -aa�- .. a 6 --� PI MU 1 gal ..__.-.�\ 1 gal ... 2 gal gal 2 al ..2..._ 4 B B B NDSCA4wo" • B -..---- --- LAV MUN b LAV MUN AV 111116 I °"'"•mnn""`� �' • fJ_ \ 5A N a 3 0 -_ _... .:--._,.:._ 1 gall 1 go 1 all .-..-_-r........_ ARCHITECT STAMP 1- ISEN AM 10I al --- e PIN MU4 5 W W V MUN 2 ° 1 gal ---- -- -- --'-----:_.-.... 2 gal FRA PEN 1 LAV MUN 3 B 4 B 1 gal . _-_- UMMA - SAL HEM 4 FRA PEN 1 FRA PEN 1 GAL KAR EUO T 2 --_ '—= •-O® ® c,ll PEN HAM 5 0 IN Mal I 4 4 1 • 4 B • 1 gal 2 g - 0 _ O -_--_'_--__" -- -- 1 ga i O m 2 g PIN M98 PIN FILE 00 1 9 PEN HAM PRU 4 5 .-. I ® B 4 B .0 C m 1 gal._... ® I 2 gal Y�--,,, ® / 2 AGE PAR 1 -- -. • 0 O O 2 al LAV-MUN tr-------"--- PIC, 4 B LAY 1 I ® o o O • 5 'A go, g _. PRU2 gal I 00 � 3 5AL HEM FRA PEN 1 �— -_ -" -. -.� I • - -- '- - ----' - _ - EUOINT w PEN HAM4 - • 1 BS PEN ,- _, 2 go �.. g 1.;.y I 1 gal _.. _ - 1 IN MU4 -- - '- .. y W _^ - - ry • PER ATR 3 PRU OTT O ® al - W W W..`W LL. ._ W PIG LAaI y o I 2 al 2,. . v DO 00 // •® i ', .' ^-.—-.�. . . W �_ _ - I H B4 e I Sae - I • W GAL KAR 0 Q 4 TAX REP 21 go 2ga PINB,B NIb W W y W W W y y W W tl .PRU OTT 01 -_ W W d' 2 gal - W W y W W O RU OT 4 I LLJ Z 2 al - -f} - - - - - - - - U 21ga 12 y. LU M - Ir - - - - _ bLE IN2 - - _ 00 W �I � � W W o / '" --. • ®®® ���.o._ .W W .. W y W . .W W.. •. .. .•.. .�� • �-r.r,• ��•C`� W y.W y • V Q H 1 �o _ yy _ NN � O 00000 O O O O O O O � °®° ". '� ' �' �' '� �-- •^-W`�^ .""'^-',�-�' LL 0 LL W LLI W m E O O OHO-.O"6^. . e .. y.a� "y W - �" W,'-r- W J Z W :�I b IL•1 _7. ....P 2 PI M 4 µA M N W s. . --. 00 00�0 �" ��_ Q N_ - _:.=._' 'Gal ...__- _... , O O O `.0'" O O ,�o _ _ t0 9 --t gal _ ..._ .I 1 air �a .. W W W �o o 0 0 0 0 o '�.^� ' 9,. _ ° - PRU OTT 1 b EUO INT 22 PEN HAMS AGE PAR 4 -""""' ---- -- = '--__ _;_�.-__ J L_ _ C O C O 00 (q zf7 2 gal 2 gal 1 gal B 8 B I - i; a _..=- =1 O: - _.__ ... O 3 PI F E ° q 3 AGE PAR 6 PRU OTT 9 GLE IN2- "'"L'AIrMUN 7- -=P-E12 R`_ REVISIONS B 4 B 2ga 13413 1 ga 1 gal I�i �.M1 .- • -1 GAL KAR PEN HAMI 12 NO. REMARKS PIN FLE Plnus flexllle'VanderWOlf's PyYsmld•/VanderwolPs Pynmld Plne LAV MUN Lavandula sngustlfolla'MunsteNd'/MUNtead Englith Lavender 1 gel 1 gall STACK''KUtK (1 t REFERENCE NOTES SCHEDULE PLANT 50HEDULE PIN wb 3 GROUP n LODE DESCRIPTION OTT DETAIL TREES GODS BOTANICAL NAME/WMMON NAME B4B /Z PIN NI6 Plnus nlgra/Austrian Black Pine O PCN HAM Pennle¢tum elopecuroldes•Hameln`/Hameln Dwarf Fountain brass STACK CK 6RaUP,INL H 1 SIDEWALK AND/OR WALKWAY KRF.OVIL ,F"� ACEPAR A-1 pletanaldee•Parkurey`/N°YWay Maple " LPLA-NPe (t`.Jf{ ARCH—T T`URE/MPST¢R j3� 9 2 TRASH ENCLOSURE REP.ARCHITECT/CIVIL O PER ATR PeroveKls atrollUfolla/Russian Sege PLANNW WILLETLNOWARO,FLA C41 5 PROPERTY LINE GHA ARR GM1amaedyparb nootketenelt'bYeen Arrow'/Green Arrow Hootka Cypr— 5HRU65 CODE BOTANICAL NAME/COMMON NAME oPPb6 hos)S4S.Oeao PIN Mua Plnus mugs/Mugo PlneM `I4 CHECKED T8D 1 9 CALKAR Cslamagrostls x acutlflor°'K.ri Foereter-/Feather Reed Israss ..nuMwcxs,•o:."� DATE 8.28-18 ry 4 NEWBUILDIN6REP.ARGNITECT/CIVIL ® ® NORTH �•� PRU OTT Prunus lsurouYasus'Otto LUyken'/LuyKens Laurel THE&RAPHICS AND B ALL PLANTER BEDS SHALL BE COVERED WITH A MIR \ PRA PEN Froxlnus pennsylvanlca'Patmore'/'Pstmore'Ash EUO INT euon mus fortunel'Interbolwl'TM/WlnteYcreeper 0 ESI6Ns ON THIS SHEET DRAWN TBD `j S"DEPTH BLACK AND TAN MINI ROCK MULCH,APPLY /tW'_IV.Ll// Q y OVER COMMERCIAL bRADE WEED BARRIER FABRIC Rae A IN AT A ALL THAT OVER BALNEM Salvia nemorosaTNNt Frlselmtd'/Most Friesland Perennial Sege O 20 40 60 8� feet FROP ATY OFLSTIAGK JOB NO. 16010 • g (TYF GLEIN2 6lsdltsiN trlecenthos lnermle,Sunburst'/Sunburnt Common HOne locust H05J14 Hosts 9-JYne'/June Hotta ROCK 6SCUF.INc. Q S CLEAR VISION TKIAN6LE,NO TREES OR SHRUBS y SIBIS UCTIONORREUSE SHEET NUMBER ` N OVER S&L 0 NTED WITHIN(40'x 40')s O. TA%R!P Taxus baccata'Repanderm•/spreading EngIISM1 Yew OF THIS PROtI GT g INTERSECTION JUN BLT Junlperus tquamata•Blu¢Star•/Blue star Juniper CONTAINED N SEN IN Is L 1 .01 T LAWN,90D,TALL TURM1TYPe FlBOVE,OR APPROVED O PIG LAY Plua ungens'Lsy¢re4'/Layered Colorado Blue B race 1^=ZNI STACK TlO WITHOUT I Ne D EOUAL RY►J p p B STEEL AT ALL LAWN LOCATIONS ADJAGCNF i/L 1.01 W0.1TTlN CONSENT OF TO ALL PLANTER BlD9(TYP.1 STACK ROCK GROUP,INC. N ROCK GROUP,INC. - -- p� q BERM0L LA HEIGHT ] ss STACK -- C 56-0. O N � B LEGEND 414 1/2" SEE SHEET A301 2X4 MTL.STUD WALL I W ^n irrr ® _ m At I'-4"O.C. v ry 10'-0" 6'-0" 6'-0" 1V-16 - 10,0,� 12.0" 18'2" 2X4 MTL.STUD WALL DN C m R AT I'-4"O.C.W/SOUND STAIR INSUL.!COMPOSITE III 10 O O I B08 O 06 — — — — — GYP.BRD.ONE SIDE o 2X6 MTL.SCUD WALL _ — — — _ _ SEE F i i AT I'4'O.C. I i -- SHEET ■ - 2X6 MTL.STUD WALL A300 I I STAIR ° y AT 1'4"O.C.W/ I 1 105 (/') 2LD • SOUND INSUL.! n >- a COMPOSITE GYP. 0 O m ° BRD.BOTH SIDES I I I @ ,Um, o o '5 2X6 STRUCT.LLD.STUD OFFICE c WALL AT I'4"O.C. I �, I y � � 106 � I - _ 152 S.F. -A RATED FIFM WORK ROOM 1 FE EXTINGUISHER 1 113 SUPPLY ROOM m CABINET,(2)TOTAL 9 577 e.f. OFFICE i III 100 D I 1044 I O 105 S.F. 152 S.F. 0 I a - GEN. NOTES o � _ a Eg O DN IRE N 103 1. PROVIDE SIGNAGE FOR MEWS 1 o WOMEN'5 RESTROOM5 12'4" 1 I2'-2 1/2" 4'-I" 12'-2 1/2" REFERENCING ROOM NAME MEWS' HALLWAYy' E UXJMEN'S'. f/O b N� 1 2.WATER-CLOSETS SHALL NAVE 4'-0" 2'-6" 7'-3" 7'-5" 7'-5" 6'-10' FLUSH HANDLES ON THE OPEN SIDE OF THE FIXTURE. I �� 3.MAIN ENTRANCES SHALL HAVE • SIGNAGE LOCATED ABOVE EACH 0_r7T ® ®DOOR INDICATING"THIS DOOR SHALL REMAIN OPEN WHEN 5BUILDING IS OCCUPIED: D JANITOR RESTROOM RESTROOM SOUND LDTAION °I Floe 108 107 uT SCCNTI-ING DRAFT- CONCEALED 55 e.f. 56 e.f. e f 1q HALLWAY HALLWAY 104 CEILING/ATTIC SPACE O ALONG LINE OF BEARING TF SE .. - 2X6 PARTITION 115 STRUCT. S T. W J COLUMN COLUMN ~ W O UKJRICIROOM I -------------- rZ Q • �Q/�"G�j p 387 S.F. in Q {L 0 ` _ 20�-5�� II'10 UO " REFRESHMENTS _ N N COPY ROOM 9 F124 ~ W J J OFFICE O 110 e.f. n.t. RADA L J 9 REC OPTION I L 0Y LL W 114 O m = ` I80 S.F. = H Z Z 2-1 152 S.F. —r------ —r------ — — 19 w3 3 • FE 13'-6" 6'0" 15 10 4'0" 12'5" 3'-11" 2'-6" 0 2'-0" 1L F H SOUND HALLWAY INSULTAION F120 / 10 12'-4 1/2 11'-5" 12'4 14-0, m a III �� 02 �� 18 /` IH I 4'• r `Y 16 v SHEEP TRLE: SOUND INSULTAION INSULTAION z LOBBY/WAITINfs 4" SOUND 101 01 • INSULTAION � 462 e.f. o - MANAGER MAIN LEVEL OFFICE _ _ OFFICE reng OFFICE o -__ FLOOR PLAN 122 SOUND v 11 20S e.f. < = y, OFFICE = ��'� wa 12 NC o --_4 210 S.F, INSULTAION = O 182 e.L 182 S.F. 206 S.F. o - i � a 1 � Y 1 Ell D4'8�� 3,4„ 2--4- v V 1 CONTRACTOR SHALL VERIFY a a o _ A ALL DIMENSIONS3CONDRIONS • 1 Y COVED �� SHOWN OR IMPLIED 1 1d-fi� A ENTRY 4' 7 j ❑ 100 7 DRAWING SCALE APPLIES TO 22'X 34"SHEET SIZE ? 115 116 Itl '? REVISION DATE IIB 0 R3CRY COMMENT RESPONSE 6121116 - r n Y O 11'4„ 13'_4„ V_4" 4'-2 4'-2 8'4, 2-4, DRAWN 21'-4" AC BY: • CHECKED JOB NUMBER: 12312-I&A D "203 MAIN FLOOR PLAN NN PROJECT DATE: MAY 25,2016 M SCALE: 11 a I-0' SHEET OF AREA:5,168 SF A 1 QQ C O 414 1/2" 25'-6" 18'-S IR" (A LEGEND — — — — — — — — — — — — — — — — ° SEE SHEET A301 W N STAIR m 8'LONG.FNP.WALL 9 808 8 CONC.FND.WALL W/ I UP — Q -I!1"FURRING.B — — — — — — — — — — • a 1 1/2 RIGID INSULATION. MTL.STUD WALL AT I'-0 I/2 r —_ I 105 I I SWEE A300 m ° I'-4"O.C.,2X4 UON. I r———, STAIR m 4 2X4 MTL.STUD WALL AT I'-4'00.W/SOUND UP Kn INSUL.E COMPOSITE t I I m a GYP.BRD.ONE SIDE o - e ® 2X4 STRUCT.WD.STUD L I — — — — E 6 WALL AT 1'-4"O.C. b d c y BREAK ROOM 2X6 STRUCT.WD. p ® I UNISEX L ® OTUD WALSOUND INSUL. 220 e.f. I RESTROOM COMPOSITE GYP. B01 I I '.,C_ 67 S. s BRD.ONE SIDE ® WALL ATPo1C�. STUD SCOPE CHANGE PER CITY Or TWIN FALLS.STOVE/RANGE DO NOT INSTALL. � 5 _ 2-A RATED FIREI 2X6 PARTITION ,rho 1 FE EXTINGUISHER, AL — ~~ ovi z u 4-101/2" 15'-II" 5'-3" F CC C 6-0" e I. PROVIDE 51GNAGE FOR UNISEX HALLWAY A202 RESTROOM. I I 6'-01/C 6'-2" 44' B02 18'-2" io in 2. WATER-CLOSETS SHALL HAVE I I Bob O O 010 --- g01 FLUSH HANDLES ON THE OPEN SIDE OF THE FIXTURE. I CONTINUOUS DRAFTSTOPPING 3.INSTALL!2)TWO EGRESS I IN CONCEALED FLOOR/CEILIW. CASEMENT WINDOWS WITH MIN. SPACE ALONG LINE OF BEAM 5.78F OPENINGS AT 44 AFF.IN I I DATA/COM SEE DETAIL I/600 BOTH STORAGE ROOM B04 d I CHANICALFW TRAINING ROOM 803. I b-e.f.-71 44 e.f. I j Lu am„ t' w o - - - - ~ uA C - 7 [� - = �, a Z E: Q `e 9 STRUCTURAL i-. 9 Q u- 0 '^ COLUMN v ;� U 0 II W I I � Q a 25'- II QLL ILL I I � 5TORAr3E TRAINING I500 e.f. 842 el. 2'-0" LL ~ � - UNFINISHED-4-0 I I p 4" a STRUCTURAL O SHEEP TITLE: COLUMN v 2'-61/2" m II I BASEMENT I � FLOOR PLAN 4-2 V' a — CONTRACTOR SHALL VERIFY ALL DIMENSIONS&CONDITIONS A202 SHOWN OR IMPLIED DRAWING SCALE APPLIES TO — ° C 22'X34"SHEET SIZE — — — — — — — — — - - - a REVISION DATE 7 O CRY COMMENT RESPONSE 6/29/16 A V 2'4' 10'0" 2'-4" 13'-7 I/2" 2'4" 91 4" 8'4" 2'4, 104, DRAWN BY: . G C CHECKED ' A203 �'4 A203 BY: JOB NUMBER: 12312-16A B14SE1"IENT FLOOR FL14N �, PRO DATE: MAY25,2016 " "Y �• rJ'GALE: I/d = -m SHEET OF AREA: 2,551 BF Al O1 , METAL CAP W/CLIP o $DRIP EDGE _ _......._ __ ____._. _.__-_—.. I. SEE MECH.$ELEC.DRWG.FOR LOCATION OF ALL ROOF PENETRATIONS TOP OF PARAPET ,� If 611 DEL.TOP PLATE (A LL $ DBL.TOP PLATE "- ELEV.•115'-0" -------- --� � ""'-- "'"—"—"� 2. ALL AWNINGS SHALL BE CENTERED OVER WINDOWS EXCEPT AT ENTRANCE ._.,_._..._._. ....__ _......._...... ._...._........,._ SINGLE PLY ROOFING SINGLE PLY ROOFING 6"MIN FOAM CORNICE W/ 6" I'-0 4 6"MIN. CORNER ` E MEMBRANE " g MEMBRANE SYNTHETIC STUCCO FINISH. _ TOP OF PARAPET 3. SLOPE ALL CRICKETS MIN,3/8:12. SUBMIT PROFILE FOR 5/8"DEN8-PECK ELEV.•1154" 5/8"DENS-DECK APPROVAL BY ARCH, METAL CAP W/CLIP 4 DRIP To C £ 1'-1' ROOF SHTG.(SEE MECHANICALLY ATTACHED 45 MIL.REINFORCED, ;p yr; :.. 5 -- ...._... _.. STRUCT) L EDGE 5.UNCU UNCURED, SEAMING MATERIAS$SEALANTSFAS TO BE PROVIDED AS E RECOMMENDED BY MANUFACTURER ° ` ! FOAM BRACKET W/ SYNT_--- BRACKET W/ a - - FOAM RA STUCCO I SYNTH FOAM BRA SYNTHETIC STUCCO '"/ FINISH(SUBMIT PROFILE 6.PROVIDE 15-YEAR MANUFACTURERS WARRANTY FOR MATERIALS$ • _ o RIGID INSTIL NIP FINISH(SUBMIT PROFILE - /� :9 FOR APPROVAL BY INSTALLATION$2-YEAR CONTRACTOR'S WARRANTY FOR WIO(d"ANSHIP y° `o CRICKET FOR APPROVAL BY - ARCHITECT) ul ARCHITECT)—_7 ! I N v c BLOCKING AS / BLOCKING PER STRUCT. ( REQUIRED m \l u 6 n ° ° m o °u ROOF SHTG. VENEER BEYOND ........., _ -. ._ / c = v `° ` (SEE 57RUCT) 2'RECESS FOR STONE -"-- SINGLE PLY ROOFING 2-0 OVERFLOW ROOF m c f / DRAIN,SEE `G a L ` • L t o MEMBRANE MECH.DRAWINGS � f ' STL CHANNEL r BLOCKING PER STRUCT. o a -- i 5/B"DENS DECK STONE VENEER — OOO R � HORIZONTAL STL.SIDING STEEL CHANNEL OUR O/BLDG.WRAP HORIZONTAL STL.SIDING O/ WALL SHTG. - BLDG.WRAP fl PLYWOOD (SEE STRUCT.) WALL SHTG.(SEE STRUCT.)FULL DEPTH PLEATING PNEUMATICALLY $ N FULL DEPTH PNEUMATICALLY PLACED FIBER FILL IN54L. PLACED FIBER C � t J� FILL INSUL. EXTERIOR ELF-VAT I ON _5 ROOF TRUSSES(PEE STRUCT.) 1 �s• � a • SCALE: I-I/2° I'-(D" almz AWNING SUPPORT ROOF DRAIN,SEE rs/9 a N� Q (SEE STR'I,ICT) MECH.DRAWINGS < b DATA I L M1L.VISQUEEN 3 6 VAPOR BARRIER DATA I L 4 DATA I L SCALE: 1-1/2" - 1�m" ao2 AI02 ROOF TRUSSES SCALE: 1-1/2" = 1'-& am2 a02 SCALE: 1" = 1'-0" am2 aloe (SEE STRUCT.) 1 • 1 d / 6 A102 A102 lJJ armJ METAL CAP W/CLIP$DRIP W O METAL GAP W/CLIP$DRIP EDGE — — — — — — — — — — — — — U EDGE - - - - - - - DOUBLE TOP PLATE___" _...... ......._.-..-._ .._. DOUBLE TOP PLATE "..__._ ... ..".._.... ..,_.._.... ._..... \R— . Q LL 0 .___.,._. ........__._....�_ .._ TOP OF PARAPET 1I� (SEEH p U O ELEV.VARIES 1IL) m C - I SINGLE-PLY I I E [n vi ROOFING 1 Lu J J MEMBRANE Q Q 71/4' I 1 Q ILL LL FOAM CORNICE W/SYNTHETIC FOAM CORNICE W/SYNTHETIC — ` STUCCO FINISH.SUBMIT STUCCO FINISH.SUBMIT — --- — A202 LL H H PROFILE FOR APPROVAL BY PROFILE FOR APPROVAL BY ARCHITECT ARCHITECT 1 MTL.AWNINGS '^ RECESS TO ALLOW OVERLAP _ 2X6 STUD WALL AT 1'-4"O.G. I 3 1 w • W/STONE VENEER ---' 3 SYNTHETIC STUCCO FINISH O/ SLOP 1 O AI02 _ y ® A02 A02 WIRE LATH IQ:12 9 5/8"DURLOCK PANEL 1 ROOF DRAINS ;p SHEET TITLE: TIE BACK TO STRUCT.WALL AS �I REQUIRED 1 ROOF DRAINS 1 ^� r——• -1 SINGLE PLY ROOFING 2X4 FURRING AT PILASTERS PER PLAN(OMIT AT 6IMJ MEMBRANE 4 1 L-_• -J I A102 2X6 STUD WALL AT 1'-4"O.C. 9 SINGLE-PLY 1/2'PLY WD SHTG. ROOFING _� ROOF PLAN 1/2"PLY WD SHTG. 5/8"DENP-DECK I -0" MEMBRANE CRICKETS TO DIRECT_ WATER FLOW • 5/8"DENS-DECK b"MIN 2 6"MIN ROOF SHTG.(SEE STRUCT) ROOF 5HTG.(SEE STRUCT) AI02 DETAILS ROOF TRUSSES(SEE STRUCT) ROOF TRUSSES(SEE STRUCT) r SP1 C_ BLOCKING PER STRUCT. F BLOCKING PER STRUCT. 1 m NiC 1 (SE g��ORi T- I 6 1 000NTRACTOR SHALL VERIFY CULTURED STONE VENEER _ _ XA WIRE LATH$MORTAR BED alOZ 2 — A02 PR1 — — Q Atm 2 2 A202 ALL DISHOWNNNOR IMPLIED %1 A02 ao2 A DRAWING SCALE APPLIES TO • r -'1 ' I CENTER OF ANCHOR ,� AI0[ bIM 1T'%34'SHEET SIZE ELEV.VARIES,PEE Lc-—• _J ELEVATIONS A200,A201 Rev1s1GN DATE 9 5'311 g_ 9'3" — v e -- - RIGID IN5UL-CRICKET RIGID INSUL.CRICKET ALUM AWNING ALUM AWNING OTAIL 1��TA1L 114 D ALUM_AU.NING 24'0" � 2 SCALE: I-I/2�� - I-I�" AI07 AI02 SCALE: I-I/2�� = I�-[��� AIOI[ a01 1T 4'� (SEE STRUCT.) 50'B' (PEE C 21'-d• C By: B.LEDFORD A203 89,4, A203 CHECKED BY: • JOB NUMBER: 12312-I&A ROOF PLAN Noww PROJECT DATE MAY 25,2016 SCALE 1/5" = I'-0" SKI: I OF A102 • 1 m ROOFTOP UNITS • (SEE MECH.DR14.) O PAIRED BRACKETS ALLURA SMOOTH LAP SIDING L DEEP CORNICE DEEP CORNICE TOP OF PARAPET+ m m PARAPET CAP - ELEV. m ' TOP OF PARAPET 1 _ _ _ .ALUM. ELEV.•115 0" AWNINGS W/ROD SUPPORTS - PAINTED. HGJP BY • ARCHITECTURAL .. ._ �..�_-,�._ _... .. - --- - ------ ------ - -- --- -- \, o °. LOUVERS _... _ _. _ _._ STUCCO TRIM y _ E n° r _ ---- -. -- --- _ TO MATCH ALLURA o t o m v v o WALL SCONCE,SEE ELEC.DFMG. 106 107 O ---- O IIO III t o Z.-4„ c • $ORAL COUNTRY - z LEDGESTONE _ _ HUDSON BAY WI/ -_. E SEALER __ -_.. FINISH FLOOR ELEV.•100•-0° — —7: — �yt FIPII6H GRAPE a ski• �� X ovi a u EQUIP.PAD ELEC.BOX(SEE SACK RUB FINISH • C X I _ >X _ — — ELEG_DIM*.) — — — __- Q � TOP O FOOTING a I - + s — ELEV..94' Q I I I I I SEE SHEET A301 1 _ _ _ _ TOP OF FOOTI ELEV..g NG — — — — — — — � — — - — — — — — — — — — — — — — — — — � g.4.. • W MAST ELEVATION SCALE: 1/4" = 1'-0" ~ LLI 0 ~ U = ZrL Q 1 Q LL U 0 W J J • SHALLOW SYNTHETIC STUCCO LARGE PR£MANF.ALUM SMALL PREMANF.ALUM ALLURA SMOOTH LAP PARAPET SHALLOW SURFACE MOUNTED SYNTHETIC J CORNICE SW 7827 ALLNMG W/ROD SUPPORT, AWNING W/ROD SUPPORT, SIDING. CAP CORNICE MU LOGO STUCCO Q LL COLONIAL PANTED.HGJP_BY _ A1NTEn, HGJP BY TOP OF PARAPET REVIVAL -ARCHITECTURAL',LOUVERS. ARCHITECURA1_LOUVERS. ... --_---_---...___.__._,.., H Z Z STONE ELEV.•II6'-6' A PARAPET CAP DEEP CORJIGE PAIRED BRACKETS 1 ' TOP OF PARAPET ,L -� MANF.ALUM.79 ELEV.•LAFir.E -� - - AWNI Wes NG /ROD SUPPORT, W - FIRST A M E R IC A PAINTED. HGDP BY ARCHITECURAL LOUVERS. T T F1 L HEAD � SHEET TITLE: ❑❑❑ ❑❑ ❑❑ ❑❑❑❑ ❑❑❑❑ ❑❑ -.... ��� ❑ : ELEV.•1ONCE, 9 WALL SCONCE,SEE 1 � ELEC.DRWG. N4 5 N, 6 0 EXTERIOR - O 4" y COLOR AT HEADER TO • m MATCH CORNICE& ELEVATIONS LL 4'4" WINDOW TRIM FINISH FLOOR III❑❑ ILE ELEV.•100:_0' _ CONTRACTOR SHALL VERIFY - ALL DIMENSIONS&CONDITIONS �IL � - SHOWN OR IMPLIED COLOR AT HEADER TO — _ _ _ WATER TABLE SILL 6ACK RI1B FINIS BORAL COUNTRY ALLURA PLYLEM TRIM, DRAWING SCALE APPLIES TO -MATCI+lWRNICE$ — LEDGESTON£,HUDSON BAY 4/4,6",COLOR:SNOW. 22"x 34^SHEET srzE WINDOW TRIM C X W/SEALER O REVISION DATE la � 0 � 1 I I I II I _ Q I I I I II DRAWN 1 BY: $.LEDFORD — — — — — — — — — — — — — — — — — — _ _ TOP OF FOOTING CHECKED T C - - - - - - - - - - - - - - - - - - - — — -. _- _.... --- -... ELEV..66.-4,: BY: JOB NUMBER: 12312.16A LAST ELEVATION PROJECT DATE: MAY 45,1016 SCALE: 1/4" = I'-0" SHEET of A200 C ALLURA SMOOTH ROOFTOP UNITS DEEP CORNICE PARAPET CAP LAPSIDING (SEE MECIN.DF41J6) O • EXTERIOR FINISI-I LEGEND PARAPET CAP d1 o a 8"ALLURA SMOOTH LAPSIDING .:...._,... TOP OF PARAPET COLOR:OLIVE W ELEV. ® SCULPTURED STONE VENEER _ _ -.. SHALLOW CORNICE BORAL COUNTRY LEDGESTONE m Si 1 HUDSON BAY,W/SEALER LARGE PREMAPF.ALUM. - -- BY A AWNING W/ROD SUPPORT, Q a m SYNTHETIC STUCCO COLOR-- o .. - _.. _._. P TED. E R:&U 2827 � HGDP RCH7TECIIRAL m ... --. ._.- .... -.. - LOUVERS. 3 g COLONIAL REVIVAL STONE -- -- -- ---- --- .. - o NOTES .._ -... = u 0 0 --- --- ---- - — w I.CORNICES 8 BRACKETS TO BE .------- -_ SYNTHETIC STUCCO,SMOOTH FINISH, ------ ❑❑ -.- . .-..._..:. ❑❑ _ �❑ ❑❑❑❑ WALL SCONCE,SEE i v COLOR TO MATCH ALLURA PLYCEM SNOW. -- --- ELEC.DF14 d 2.BACK RUB FINISH ON FOUNDATION WALLS _ Ip - II3 IH VENEER MORAL - m WHERE EXPOSED - SCULPTURED STONE o o .. 3.COORDINATE WALL LOGO DESIGN WITH COUNTRY LEDG€STONE, o f 3.COONER A COORDINATE ARCHITECT -. -- --. HUDSGN BAY,W/SEALER, C Q - -r `c c --__ -- .- C zo SYNTHETIC STUCCO o it _._. ---.....-._ SW 2827 COLONIAL ' -_- _._._ -- �._._ ❑ REVIVAL STONE • ____ -_ - FINISH FLOOR ELEV..Imo o„ -_- - TOP OF CONC. ,� g - ELEV.=99'-9 3/4 a FINISH GRADE =e m ( SACK RUB FINISH TRANSFORMER o v z — — — — — — — — — — — — — — _ _ _-- _ TOP OF FOOTING ( - - - - - - - - - - - - - - - - - - - - - - � ELEV.=88,-4,. vile ADDRESS NUMBERS Buildings shall have approved address numbers,or approved building Identification placed in a position O PITH \/�T I Off►I W • that is plainly legible,visible from the street or frontage road fronting the property and of a contrasting Y I� J color(IFC 505.1). ALE: I/4" = I'-0" ~ W o, Address size is based on distance from the street:up to 50 ft.is 4 in.,51 to loo ft.is 6 in.,10l to l50 ft.is ' U OT9/5� 8 in.,151 to 200 ft.is':0 in.and greater is 12 in.,IFC 505.1. L Q dY LL Q D In effort to be consistent with other buildings being builtin the area,I am requesting you place the - IO f�TU.'SI" address numbers on the upper right side of the building that faces the street. u LLLI J J 1 C J J ALWRA SMOOTH G Q Q • SHALLOW /SURFACE MOUNTED SYNTHETIC LAPSIDING Q {L LL ` CORNICE L. LOGO STUCCO -- TOP OF PARAPET DEEP PAIRED �--- �- ...._._..._ H Z Z CORNICE BRACKETS MTL.PARAPET ELEV..IIB'-6' 5 CAP. 9 LL I.- TOP OF PARAPET+ ' LARGE PREMANF.ALUM. Q ELEV..115 m" .. AUIN1 G W/ROD SUPPORT, v _� SMALL PREMANF.ALUM, u PAINTED. - 11L��� AWNING W/ROD SUPPORT, HGJP BY ARCHITECTURAL F I R S T A M ERICA PAINTED. HGJP BY O LOUVERS. ARCHTIECTURAL LOUVERS • s� `F' � WALL SCONCE,SEE � abJ - ELEC.pRWCx SHEET TITLE: l� ___ WINDOW HEAD FIE IQ 111 11 a 0 m3 = —T 11 EXTERIOR - WATER TABLE BILL ELEVATIONS COLOR AT HEADER To MATCH CORNICE ,, - - 'i� r----- _ • 4WINDOWTRIM L. _ 3 FINISH SCHEDULE ❑❑ �- - ' FINISH FLOOR ELEV.-Imo'm" _ CONTRACTOR SHALL VERIFY ALL DIMENSIONS&CONDRIONS ' SHOWN OR IMPLIED IJ_l F�IISH GRADE 7VEWLOW :,Up,PLYCEM TRIM, B�CK RUB FINISH DRAWING SCALEEr SIZES TO SCUPPER 4/4,6",COLOR:SNOW. 22"xsa"SHEEP SIZE REVISION DATE II I I I I I I DRAWN BY: B.LEDFORD - - - - - - - - - -IL — � _ -.-.- � TOP OF FOOTING CHECKED JOB NUMBER: 12312-I6A SOUTH ELEVATI0l`�I 1 PROJECT DATE: MAY 25,2m16 SCALE: I/4" I'-m" SHE OF A201 4 ROOFTOP UNITS n (SEE MECH.) x e •5 N o $ : ROOF SHTG. A 3 A205 L • CRICKET MEMBRANE O/5/SING WOOD?BUSSES (SEE STRUG7J a FIBER FILL INSUL. RIGID FOAM SINGLE PLY ROOF e� ^ -.-. DENS-PECK. (SEE STRUCT./ TOP OF PARAPET m - :_._.. -.. ELEV.•115'_0" � a COh'TIICE W/BRACKETS gj __ _.__._. _._._._ ._._._._. -'-'-- ---' '---- ---- -- - --- -- --- ---- - -- ---- - -- -'- - -'-'-'- --- -- ---- BOTTOM OF TRUSS Q .. _._._. _:__._ --- _:__ _.-_._. _ I ELEV.=III'6" °. -__� ---- ---- -- ---- ---- -- o � a e ALLURA SMOOTH LAP • o 0 SIDING —I[ - • I I 2X PAR'ITION1 ACCOUSTIC DUCT WORK(SEE VAPOR BARRIER PENDANT RE F.ALUM.AWNING(SEE N Wq�.__ .ff DROP CEILNG MECH.)_ - (SEE ELECT.)� I ! I ARCHITECTUJRALB LOUVERS. m ¢ o' I HALLWAY CONFERENCE I 03 I ° $ O I WORKROOM III 10 1471 Imb 122 105 103 t N o 2X&STUD -- - - - I W INSUL.15/B'GYP.ERD. O.C. t CULTURED STONE VENEER FNISH FLOOR .L _- -- 1 ELEV 100 0 II B"FND.WALL I ONp� p DUCT WORK(SEE MECH.) _ 4"CONCRETE SLAB O/ T TGI JOISTS T.INSUL. way W L �. ISEE STrd.4 V ACIG. 4"CONCRETE BASE i I � r 1 FOR SIZE 8 SPACING) HALLWAY TOP OF FOOTING I p I 2 O I O ACOUSTIC DROP !j ELEV.•94'0" "� 809 B08 CEILING II I I 2 : II I- • 4"CONC.SLAB O/4" (I I - I FNISH FLOOR ,I pW7p COMPACTED BASE - W- pW ELEV.•gg,_ NG 8„ . p - TOP OF FOOTI - a ELEV.•66-4" 4w SECT I ON B uj SCALE: 1/4" = 1'-0" almm alms ~ W 0 H = U U. U0 E V) LL J J A204 � Q Q OF PARAPET _ Q ILL LL 9 — — RIGID FOAM CRICKET --- -. - "--- - S SINGLROOFING ROOF SHTG. 2 :� ELEV. 118'-6" H Z Z A204 •^ ELEV.•PAR _ (SEE STRUCT') MEMBRANE 0//5 8"DENS-DECK (SEE SiRUCT.) TOP OF PARAPET 'I�SHALLOW CORNICE ~ ~ .. L- I FIBER FILL INSUL. D -- � — — - I � I 5/8"DUROCK PANEL W/ SYNTHETIC STUCCO FINISH .. w t - -- - ---- - -- - - ---- ---- `-- - �_ �___- fi- I I I I a -__._.. I BOTTOM OF TRU55 ,� - - -- - 0 SHEET TITLE: .= 1 `I�-PREMANF.ALUM. ` 1 ..DIIII I AWNING. HPJG BY • I � : `, I 2)(4 PARTITION WALLS AGCOUSTIC DROP VAPOR BARRIER - — ARCHITECTURAL CEILING ._........ ....._.... r_.- - LOUVERS. - - -- - 3 I _ A BUILDING MANAGER - AgOp LOBBY Y - -. COVERED f-` - III ENTRY OFFICE I OFFICE CONFERENCE OFFICE 116 WAITI - QQQ Imo I I I n B W I 115 22 ) 01 OFFICE 118 119 121 1 SECTIONS I F1i • I,. � L. I I I FINISH FLOOR ` -.. ELEV. 100 0" -III ,-r1�ll_pWp mm W ALL ON58CONDiCONTRAC OR SHALL IIONS FY �IllplI m ALL W-"' p SHOWN OR IMPLIED DIMENSIONS 1WW pip I ,p 2"RIGID INSUL. TGI JO STS W/INSUL. DRAWING SCALE APPLIES TO - I 4'CONC.SLAB O/4" I I (SEE TRUCT.DRUG. UC7 WORK- E MECH.) ACOUSTIC DROP CEILING I I 22"X34"SHEET SIZE r COMPACTED BASE FOR 6 E 4 SPACING) I REVISION DATE TOP aF FOOTING I I �� I STORAGE O TRAINING B"FIND.WALL �m5 Bm, ' ELEV..94'0" � — — — —�"— SIM. 4'C C.SLAB O/4"$ .. = FNISH FLOOR DRAWN _ COMP CTED BASE I -W-- — — — — ELEV.•86'-8" NECKED ar B LEPFORD I_ c TOP OF(DOTING ev: llW - T � yam.-u✓�_II-r-�l — — — ELEv.•8B'-4" JOB 12312-I6A M - SECT I ON PROTECT A DATE: MAY 25,2016 • SCALE: 1/4" 1'-& Almm Alms SHEET of A202 i� O P _ 2 ROOFTOP UNITS(SEE MECH.) — FIBER FILL INSUL. WOOD TRUSSES SINGLE-PLY ! ROOF SHTG. I o ....,. .. f (SEE STRUCT.) ROOFING (SEE BTRUCT.) A207 MEMBRANE O/5/8' ■ _ = 3 DENS-DECK I a° TOP OF PARAPET ,L - TOP OF PARAPET y - A203 :. N o ELEV.•115'-O" ELEV.•1111 � 'o u CORNICE W/BRACKETS n d B0770M OEl F tRU88 I t 5 u 6 m ELEV.•III'-6" ALLURA SMOOTH I I a e i f LAP SIDING I VAPOR BARRIER I I o s PREMANUF,ALUM. ACOUSTIC DROP ,_I ! ALUNINGS(SEE I I DUCT WORK STAG HPJG BY (SEE MECH.) 1 CEILING HORIZ.9TL.SIDING ARCHITECTURAL I 116 I �I III DOR WORK ROOM CORRIDOR WORK ROOM 119 1� 121 II6 112 113 5 LOUVERS. I _...._...---__.L........... �----._.... . I 2X6 STUD WALL AT I'4 O.C. W/INSUL.6 5/8"GYP.511 m _ ��i � 4"GONG.BLAB O/4" x a CULTURED STONE VENEER \I p p I U COMPACTED BASE I I FINISH FLOOR z ,. - ..,.;. I ELEV. 100 0 ,19 i 11� m 8 a 2"RIGID INSUL. 8"FND.WALL • I '° I _ _ TOP OF FOOTING — — — — — — — ELEV.•94'-m�' SECTION o W SCALE: 1/4" - 1'-& A00 A2m3 � � W O H = U Q � o U_ O Fe N N 3 UJ J J A206 _ y SINGLE-PLY ROOFING J A2m6 MEMBRANE O/ LL 5/8'DENS-DECK Q R4PET REAL VAPOR FIBER FILL WOOD TRUSSES _...... ................ I BARRIER AT MECH. INSUL, (SEE STRUCT.) -- - _- -. BEE ELEVOF P8 GTJ ��97 AJ SHALLOW CORNICE PENETRATIONS • I I I I -l �.... TOP OF PARAPET____,_ DUROCK PANEL W/ - y_ ________ - I I ELEV.•115'-m" 5/8" SYNTHETIC STUCCO FINISH / I I u ---- w SOFFIT W/COVE LIGHT O BOTTOM OF TRUSS I 0 ELEV.•III'-6" I ,I_......_...... ._..__.�_.. _ SHEET TITLE: � ._ ------- I I I A620 m STIC T WOR PREMANUF.ALUM. DROP CELL] (BEE MEGHJ AUNNG(SEE 3 • STRUCT.)HPJG BY A600 BIM. . :-• ARCHITECTURAL ---- LOUVERS. I I COVERE LOBBY/ RECEPTION III O CONFERENCE I I BUILDING 01-0-1-1SECTIONS wI ENTRY 100 a I00 WAITING M f IO2...... 11 I STAIR I FINISH E EV. CONTRACTOR SHALL F Im0 m • {m�LRI VERIFY ALL D MENSIO14S&CONDITIONS ROOF DECK I — ------ SHOWN OR IMPLIED ROOF TRUSSES TGI JOISTS W/1NSUL.(SEE STRUCT. (BEE STRUCT.)W/ I I 2"RIGID INSUL. 22"X 34"SHEET SIZE DRIW.FOR SIZE E SPACING) j DRAWING SCALE APPLIES TO FIBER FILL INSUL. ACOUSTIC DROP CEILING I I I I I I I 4 ' � I REVISION DATE BEAM(SEE BTRUCT.) A600 S 2X FURRING IGYP.BRD. �� TRAINING HALLWAY B07 801 B08 I I 8"FNP.WALL 41 VAPOR BARRIER ` 5/8"GYP.BRD.PANEL, I`Illm I I - I FINISH FLOOR DRAWN • EXTEND FROM CEILING =11r 4'CONIC.BLAB O/4' m-- TO BOTTOM OF BEAM _m ID__ COMPACTED BASE - m L ELEV.•88'-8" sr B.LEDFORD OR ROOF DECK AS -m h' /// — CHECKED APPLICABLE i0 ILL— — — — — - W- — — — — — + W - sr. PROVIDE CONTINUOUS TOP OF FOOTING DRAFTSOF'PING. ,� _ _m_ ELEV.•88'-4" JOB m_ m m.--�- NUMBER: 12312-11 PROJ CT SECTION DATE:SUN-ENDED ACOUSTIC 1 G DATE: MAY 25,2016 CEILING SHEET of SCALE: 3/4" = 1'-0" azm3 Azm3 SCALE: I/4" I'-0" a1 a2m3 A203 I I � AI02 atm. m .... —......- TOP OF PARAPET O ELEV.•118'6" � Sim. FOAM COII y LL $ .....__ ._._ TOP OF PARAPET _ I ______ ELEV.•11T 0" I/2"SHTG.. I I • ! 1 I/2"SHTG. SINGLE-PLY ROOFING SINGLE-PLY ROOFING MEMBRANE MEMBRANE I I m E 5/B"DENS-DECK o ROOF SHTG.(SEE STRUCTURAL) 5/8"DENS-DECK o° ROOF SHTG.(SEE '.. STRUCTURAL) - _-� --__... r::-- WALL SHTG.(SEE STRUCTURAL) u o I 6/5'DU0 CK SYNTHETICIPANEL V) RSTUCCO FINISH O/ � on �C E �+ LATH w t CENTER of ANCHOR FULL DEPTH PNEUMATICALLY- FULL DEPTH PNEUMATICALLY- m C ° A ELEV..114'-0" u c d � ---,• PLACED F18ER FILL INSULATION I I I PLACED FIBER FILL INSULATION ;,,�. � � e - N 6 MIL.VISQUEEN VAPOR BARRIER 6 MIL.VISQUEEN VAPOR BARRIER _ PRE ENGINEERED WD.TRUSSES f III PRE ENGINEERED WD.TRUSSES PRE ENGINEERED U.C.' TRUSSES AT 2'-O'O.G.(SEE STRUCTURAL) „ AT 2'-0"O.C.(SEE STRUCTURAL) AT 2'-O"O.C.(SEE STRUCTURAL) r PREMANF.ALUM.AWNING(SEE PREMANF.ALUM.AWNING 6 MIL.VISQUEEN VAPOR BARRIER RUCTURAL) (SEE STRUCT.) — — — BY ARCHITECTURAL HPJG BY ARCHITECTURAL LO IRS IR"SHTG. OT B TOM OFT 8S LOUVERS. RU — -- — — -19 BATT INSULATION � a R B L ELEV..III'-6" < CEILING � ELEV..III'0° _....-. ....._... SOFFIT BOTTOM OF AWJ[NG ,L � fs/9 y ���•.,! a ELEV.•110-0,' _...._. ELEV..110=1100" a --. .... 2X4 FRAMING AT 1'-4"O.O. CEILING ,� PRE-FINISHED PERFORATED MTL. 1/2 SHTG, SOFFIT 2X4 FRAMING AT 1'-4"O.C. ELEV=109'-0" WALL SHTG.(SEE STRUCTURAL) — — — 2X6 WALL FRAMING A7 I'-d"O.C. SUSPENDED ACOUSTICAL CEILING 3 I I III D STUCO FINISH RC HEADER(SEE STRUCTURAL) SYNTHETIC ( AbmO PRE-FINISHED PERFORATED MTL. S I I O/WIRE LATH SOFFIT Lu LLJ 0 WEB I I CENTRYDf 101 100 �"y�{, OFFICE W 0 .r I I 1 SYNTHETIC STUCCO(BEYOND)IIT �• 1/2"SHTG. i.i tl L'u Lu —J L+9 2X6 WALL FRAMING AT I'-d"O.G. O R-19 BATT INSULATION a400 I I UNFACED BATT INSULATION I' 5/8"GYP.BRD. TGI FLOOR FRAMING AT 1'-4"O.C. (SEE STRUCTURAL) s Z _ 3/4"PART.BRO.SUB-FLOOR } 3/4"PLY.WD.FLOOR SHTG. -- - - PT 2X4 NAILER PT 2Xr,61"PLATE AT INSIDE ACE OF CONCRETE CULTURED STONE WAINSCOT ANCHOR SOLT(SEE STRUCTURAL) —(BEYOND) 4"CONCRETE SLAB(SEE SITE I O PLAN FOR ELEVATION 8 'i a CONFIGURATION) 4"FIBER-MESH REINFORCED `1 SHEEP TITLE: CONCRETE SLAB 4"CONCRETE SLAB(SEE SITE _ FINISH FLOOR �, I FINISH FLOOR ,� PLAN FOR ELEVATION$ ELEV.•100'0" '-.. ° ELEV.•100 0° ............. .. CONFIGURATION) 11 VZ _ _ _—III _� � �I I I—I —I I I—I I —I —I =_ _ III-1 I—III—I 4"COMPACTED BASE WALL scriONs =1 l l l l=1 —I —I —III—I —I _- = 4"BASE _ _ a "a SUSPENDED ACOUSTICAL CEILING 4"COMPACTED BASE III-III—III— III—III—III 4"COMPACTED BASE —III-- 8"CONCRETE FOUNDATION WALL III—III —III—III ANCHOR BOLT(SEE STRUCTURAL) — —II (SEE STRUCTURAL) _ 8"CONCRETE FOUNDATION WALL CEILING III—_ (SEE STRUCTURAL) III—II _ ASPHALT EMULSION DAMP PROOFING III ELEV.•9T-8" _—III — _ 2"RIGID INSULATION TO 3'-0" CONTRACTOR SHALL VERIFY BELOW GRADE ALL DIMENSIONS T ENSIONS&CONDITIONS TRAINING ICE 8 WATER SHIELD FULL HEIGHT OF FOUNDATION(BEYOND) SHOWN OR IMPLIED • -III ° — — B07 FND.WALL 8 FTC. IIIII IIIIIII — 5/8"GYP.BIRD,PANTED DRAWING SCALE APPLIES TO I 22"%34"SHEET SIZE 4"" FURRING CHANNELS AT I'-4"O I I—I _ G. BASE � REVISION DATE DRAIN ROCK ^v a - _ FINISH FLOOR _a, — ELEV.. ". '•'£ TOP OF FOOTING — ° TOP OF FOOTING ° a — ELEV.-88'4" — — — — — OR WN S.L.PALMER ELEV.•94'-0" -III CONCRETE BLAB4"FIER-MESH CHECKED BY:CHECKED CONCRETE FOOTING(SEE STRUCTURAL BY. ° FOR SITE 4 REINFORCING) POLYETHYLENE VAPOR BARRIER 10 —III— °— — — — — MILS MIN. — — — — — — — J JOB 4"COMPACTED BASE NUMBER: 12312-16A DETAIL 2 CONCRETE FOOTINGREINFOR(SEE STRUCTURAL Crmt,4 I L DATE PROJECT MAY 25,2016 FOR SIZE 4 REINFRCING) SCALE: 3/4" = 1'-0" a2m2 Alma &GALE: 3/4" = 1'1 a2m2 alma SCALE: 3/4" = II a2m2 alma SHEET OF A204 • C ` O V1 o S I - Q • a • 3 E 4 6 F AI02 BIM. _ _ _ A102 SIM. $ o TOP OF PARAPET ■ d o — � ELEV.•115'-0" ''` SHTG. 1/2',SHTG. SNGLE-PLY ROOFING MEMBRANE SINGLE-PLY ROOFING MEMBRANE 5/8 I r u < DENS-DECK 5/B"DENS-DECK FOAM CORNICE ROOF SHTG.(SEE STRUCTURAL) ROOF SHTG.(SEE STRUCTURAL) RIGID INSUL.CRICKET 1 u m c f H 1 a to FULL DEPTH PNEUMATICALLY • PLACED FIBER FILL INSULATION -' I ALLURA SMOOTH LAP SIDING(SEE ` FULL DEPTH R FILLANSULA IOTTICALLY- FINISH SCHEDULE ON A201) - PLACED FIBER FILL INSULATION PRE ENGINEERED WD.TRUSSES - - 6 MIL.VISQUEEN VAPOR BARRIER AT 2'-0 O.G.(SEE STRUCTURAL) I 2X6 WALL FRAMING AT 1'-4"O.G. PRE ENGINEERED WD.TRUSSES 6 MIL.VISQUEEN VAPOR BARRIER � BOTTOM OF TRUSS R-19 BATT INSULATION AT Z'-O"O.G.(SEE STRUCTURAL) _ 1 ALLURE SMOOTH LAP SIDING + _ a ELEV.•III'-6" WALL SHTG.(SEE STRUCTURAL) DUCT(SEE MECHANICAL) 2X6 WALL FRAMING AT 1'-4"O.C. R-19 BATT INSULATION • PREMANF.ALUM.AWINING(SEE 5/S"GYP.BRD. I STRUCTURAL)HPJG BY r'r�'J,y NJ HEADER(SEE STRUCTURAL) I ` SUSPENDED AGCOUSTICAL — \ ARCHITECTURAL LOUVERS. < CEILING (( BOTTOM OF AWNING CEILING I t ELEV.=109'-5" ELEV.•109'-0' -- t - WALL SH1G.(SEE bTRIICTURAL) 5/6"OUROCK PANEL 2 11 W SYNTHETIC LATH STUCCO FINISH O/ 1 • I A600 SUSPENDED ACOUSTICAL CEILING 8111 I I A401 A401 W 112 Im3 WATER TABLE SILL ~ W O WORKROOM CONFERENCE I E I 5/$'GYP.BRD. I` um 113F 1-037 2X6 WALL FRAMING AT 1'-4"O.C. Z a: Q 1 ALL R-19 BATT INSULATION Q LL in LAP SI SMOOTH WALL SHTG.(SEE STRUCTURAL) U O LAP SDING WIRE LATH!MORTAR BED H H • WALL SHTG.(SEE STRUCTURAL)2X6 WALL FRAMING °T4 O.G. / l .-_--.........-._... CULTURED STONE VENEER LU J J y _�__._m. 3/4"PART.BRD.SUB-FLOOR J J I 514"PLY.WD.FLOOR SHTG. R-19 BATT INSULATION HALLWAY Q LL LL 5/6"GYP.BRD. 112 ANCHOR BOLT(SEE STRUCTURAL) 4"FIBER-MESH REINFORCED 314'PART.BRD.SUB-FLOOR 1/2"CHAMFER H ? Z CONCRETE SLAB 3/4"PLY.WD.FLOOR SHTG. SACK RUB FINISH ALL EXPOSED --- CONCRETE 1 FINISH FLOOR LL F-- ~ ELEV.=100'-0" ° FINISH GRADE ° 4"COMPACTED BASE -III-III-III-III °° _ - _ -_-_ LEDGER(SEE STRUCi.) O - n° - _ 1 EXPSACIOSEDB CONCRET FINISH E Trd1GTUR,�I�,� III-III-III-III a c UIFACED BATT INSULATION °° _ UNFACED BATT INSULATION ANCHOR SOLT(SEE-III I I-III_- ° °III-III- III-III-III- iGI FLOOR FRAMING Ai I'4'O.G. -III TG[FLOOR FRAMING AT I'-4"O.C. III- III-III III-III (SEE STRUCTURAL) III-III (SEE STRUCTURAL) SHEET TITLE: ASPHALT EMULSION DAMP _ - a _ PROOFING - a -I I SUSPENDED ACOUSTICAL CEILING 1 - 2"RIGID INSULATION TO 3'-0° III ° III_ 5"CONCRETE FOUNDATION WALL BELOW GRADE (SEE STRUCTURAL) — b"CONCRETE FOUNDATION WALL — — --IEll (SEE STRUCTURAL) -III CEILING ELEV.•97'-V' WALL SECTIONS HALLWAY 2 RIGID INSULATION TO 3'•0" III- - ° ---- --- B— - BELOW GRADE ICE IE WATER SHIELD FULL HEIGHT OF FND.WALL&FTG. — ° — — CONTRACTOR SHALL VERIFY —III_ ALL DIMENSIONS&CONDITIONS TOP OF FOOTING _ STORAGE III-_I SHOWN OR IMPLIED _ ELEV.•94'-0° III ° B06 • ° ° - _ I _ DRAWING SCALE APPLIES TO II ICE B WATER SHIELD FULL HEIGH OF - 22'X 34"SHEET SIZE FOR SIZE 8 FOOTINGREINFOR(SEE STRUCTURAL_ IIIII III- ° FND.WALL IFTG. _ - 5/9'GYP.BRD,PAINTED 1-III-III-III- DRAIN ROCK ° -III-I- I 1/2"FURRING CHANNELS AT I'-4"O.C. REv1s10N DATE - III-III- ' .= FINISH FLOOR — —I ELEV.•68'9' TOP OF FO T I BY: S.L.PALMER — I — 4"FIBER-MCONCRETE SLAB REINFORCED — — — DRAIN ROCK — — — CONCRETE SLAB = ° CHECKED - - 4"FIBER-MESH REINFORCED BY. • - - - - POLYETHYLENE VAPOR BARRIER,10 - - °°° ° CONCRETE SLAB—III—I - - - - - - MILS MIN.L JOB — — : 4"COMPACTED BASE POLYETHYLENE VAPOR BARRIER 10 NUMBER: 12312-16A MILSDETAIL ID DETAIL 4"C MP 3 2 CONCRETE FOOTING(SEE STRUCTURAL L/ 1 4"COMPACTED BASE oAOEea MAY 25,20I6 FOR SIZE A REINFORCING) SCALE: 3/4" = I'-& a2m2 A205 SCALE: 3/4" = 1'-0" a2iI A205 SCALE: 3/4" - I'-0" a2m2 a205 CONCRETE FOOTING IEEE STRUCTURAL SHEET FOR SIZE 0 REINFORCING) A205 1/2"SHTG. 4 f A0'l SINGLE-PLY ROOFING AIm2 MEMBRANE SIM. - -- -- TOP OF PARAPET ,� O • - 5/8"PENS-DECK I ELEV..115'0" Vl i; $ FOAM CORNICE _ I -..__ ROOF SHTG.(SEE L STRUCTURAL) I < PLACED FIBER FILL INSULATION - _ - CIEPTH PNEUMATICALLY - d_ FULL DEPTH FNUEMATICALLY- FULL� PLAG D FIBER FILL INSULATION I .!I ( 6 MIL.VISQUEEN VAPOR BARRIER I 6 MIL. SQUEEN VAPOR BARRIER N MEMBRANE \ PRE ENGINEERED WD.TRUSSCTUR L FIREAT 2 INEEREE TRD.TRUSSES Q m IR'SHTG. AT 2'-0"OA.(SEE STRUCTURAL) AT 2'- "O.G.(SEE STRUCTURAL) WALL 9HTG.(SEE STRUCTURAL) Y BINGLE-PLY ROOFING o • 5/8"DUROCK PANEL SYNTHETIC STUCCO FINISH O/ — — — — — — — — • L 2 WIRE LATH I 5/8"DENS-DECK D o 3 ROOF SHTG.(SEE BOTTOM OF TRUSS c/7 4 STRUCTURAL) ELEV.=II(-b" c I 5 m a CENTER OF ANCHOR I - u o m ELEV..114,-0„ ..._........, I I I u E c f < Q c PRE ENGINEERED WD.TRUSSES ......._. I o a • AT 2'-0'O.C.(SEE STRUCTURAL) I _ CEILING BEAM(SEE STRUCT.) ---I -- _ _ _ _ ELEV..109'-5" PREMANF.ALUM.AWNING(S 2X4 FRAMING AT 1'4"O.C. 'U✓'0,/ a STRUCTURAL)HGJP BY A60m SM 5/8"GYP.BRD. J' ARCHITECTURAL LOU i �- • BOTTOM OF AU,NING d�6 2X4 WALL FRAMING AT I-4'O.G. b �S a ` ELEV.•109'-5' __,_ ALLURE SMOOTH LAP SIDING II I 5/8"GYP.BRD.(BOTH SIpES) WALL SHTG.(SEE STRUCTURAL) 1/2"SHTG. III ING AT I'-4"O.G. 2X4 FRAMING AT I'4'O.C. 2X6 WALL FRAM 2X6 WALL FRAMING AT I'4"O.C. li I I LOBBY/ R-15 GATT INSULATION WAITING Eve,GYP.BRD. RE I P -FINISHED PERFORATED CONFERENCE MTL.SOFFIT A400 I 101 103 _.. _ STAIR Imo i! j 105 . • i COVERED , ENTRY I I ! W 100 'J Lu 0 Q LL. I I 4"BASE 5/8"GYP.BRD.,PAINTED U 0 SYNTHETIC STUCCO(BEYOND) ( I I UNPAGED BATT INSULATION 11/2"FURRING CHANNELS AT I'-4"O.C. H H TGI FLOOR FRAMING AT 1'-4'O.C. LLI J J (SEE STRUCTURAL) ANCHOR BOLT(SEE STRUCTURAL) C 3/4"PART.BIRD.SUB-FLOOR - SACK RUB FINISH ALL EXPOSED C • 3/4"PLY.WD.FLOOR SHTG. CONCRETE Q LL. LL. -.... FINISH FLOOR H Z Z I £ III—III rI a _ ° c �- PLAN ELEVATION (SEE SITE LAN FOR ELEVATION 8 ONFIGURATION) CULTURED STONE WAINSCOT —III—III SUSPENDED ACOUSTICAL CEILING _ • (BEYOND) III—III III—III ° 1=III III— CEILING .� 4"COMPACTED BASE -. — ELEV..1374" = — 8"CONCRETE FOUNDATION WALL SHEET TITLE: (SEE STRUCTURAL) TRAINING _ 4"CONCRETE SLAB(SEE SITE �{ �4 B07 GEtLtNG = — PLAN FOR ELEVATION 8 + — ( e ELEV..SC-6, IF -__-, _ a ° 2"RIGID BELOW G'RADE NSULAiION TO3'-0" BELOW D'GRE TION To 3-m' WALL SECTIONS CORRIDOR = 4"COMPACTED BASE B08 d. a 8"CONCRETE FOUNDATION WALL a (SEE STRUCTURAL) .III CONTRACTOR SHALL VERIFY ALL DIMENSIONS&CONDRIONS n SHOWN OR IMPLIED = ° ICE 8 WATER SHIELD FULL HEIGHT OF -I DRAWING SCALE APPLIES TO —� —III FIND.WALL 8 FTC. ° = ICE 8 WATER SHIELD FULL 22"X36'SHEET SIZE • FOUNDATION(BEYOND) — 5/8"GYP.BRD.,PAINTED _ _ _ HEIGHT OF FNp.WALL 8 FTC. � —III—III— „ REVISION DATE 2"FURRING CHANNELS AT I'-4"O.C. —III 4 BABE — — 4"BASE ........ _...._._._. DRAIN ROCK DRAIN ROCK FINISH FLOOR Q - O _� > > ELEV..06-6„ __L J_ % TOP OF FOOTING AWN — — — q ° a ° 4"FIBER-MESH REINFORCED 4 ELEV..eg,4,. BY S.L.PALMER — — ° CONCRETE SLAB _III=— 4 CHECKED ° POLYETHYLENE VAPOR BARRIER, ° °° ° °° BY: L—I — — — — — — — ° —III 10 MILS MIN JOB . —III— ° _ • — — — — — 4"COMPACTED BASE —III=III—III—III—III— °—III—III—III—III- NUMBER: 12312-I6A 2 CONCRETE FOOTING(SEE STRUCTURAL D7�I PROJECT ✓✓III I I�1 METAL FOR SIZE 8 REINFORCING) I DATE: MAY 25,2016 SCALE: 3/4" = 1'-0' a2m3 alma SCALE: 3/4" = I'-0" A203 A206 SCALE: 3/4" = 1'-0" a2m3 a20a SHEET OF A206 C O _ N f--- 6 1/2"SHTG. b m o AI01 SIry SINGLE-PLY ROOFING MEMBRANE - — Sim 0 g 6 _ 0 0 w ----- -- ---- — TOP OF PARAPET ° ..---- -.._--- 5/8"DENS-DECK _... -.- .._. d o w ROOF SHTG,(SEE STRUCTURAL) -- --- ---- � ELEV.•115 0" In c FOAM CORNICE I >✓ y u g \ I W _ oo ALLURA SMOOTH LAP SIDING FULL DEPTH PNEUMATICALLY- I 2 WALL SHTG.(SEE STRUCTURAL) (1 I PLACED FIBER FILL INSULATION ` L� 6 MIL.VISOUEEN VAPOR BARRIER I 3 I PRE ENGINEERED Wp.TRUSSEs a AT 2'-0"O.C.(SEE STRUCTURAL) I - I CENTER OF ANCHOR I BOTTOM OF TRUSS ELEV.=Ilf-5" ELEV. 2X6 WALL FRAMING AT I'-4 O.C. R-19 BATT INSULATION R 5/8"GYP.BIRD. HEADER(SEE STRUCTURAL) SUSPENDED ACOUSTICAL CEILING BOTTOM OF AWNING - I CEILING ELEV. 'I PREMANF.ALUM.AWNING(SEE STRUCTURAL)HGJP ARCHITECTURAL LOUVERS ALLURA SMOOTH LAP SIDING 1 I I NGI !I WALL SHTG.(SEE STRUCTURAL) 2X&WALL FRAMING AT 1'4'O.G. ui J A4m1 R-19 BATT INSULATION H L1.1 O OFFICE WORK ROOM 5/8"GYP.BRD. f� ' I i I 119 113 Z <J Q Q LL 0 O N 1 W _J J Q LL LL WATER TABLE SILL I _I V) ? Z 5/8"GYP.SRO. cx 3 2X6 WALL FRAMING AT I'4'O.C. 6L I— I� R-19 BATT INSULATION WALL SHTG.(SEE STRUCTURAL) WIRE LATH$MORTAR BED 1 CULTURED STONE VENEER 4"BASE ANCHOR BOLT(SEE STRUCTURAL) . ANCHOR BOLT(SEE STRUCTURAL) SHEEP TITLE: 1/2"CHAMFER SACK RUB FINISH ALL EXPOSED SACK RUB FINISH ALL 4"FIBER-MESH REINFORCED CONCRETE EXPOSED CONCRETE CONCRETE SLAB _ FINISH FLOOR ELEV.=I00'_0' 2 FINISH GRADE .III—III _ — _—III- 1 1 F'OLY£THYLENE VAPOR BARRIER,10 _ _ _ SECTIONS MILS MIN. WALL L� III III—I — _—III—III—III N —III III III— 4"COMPACTED BASE —III_ III—III o I;I I I—I I ' —I III 2"RIGID INSULATION TO V_0" _ III °III— BELOW GRADE III o - ALL SHALL VERIFY L DIMENSIONS b CONDITIONS — ASPHALT EMULSION DAMP PROOFING, —I I SHOWN OR IMPLIED 1 APPLY FROM 2"BELOW FINISH GRADE _ - TO TOP OF FOOTING TYP. DRAWING SCALE APPLIES TO 1 _ _ 22"X34"SHEET SIZE III ( REVISION DATE 1 S"CONCRETE FOUNDATION WALL III - (SEE STRUCTURAL) _ ( CONCRETE FOOTING(SEE STRUCTURAL FOR SIZE 8 REINFORCING) _ DRAWN TOP OF FOOTING BY: S.L.PALMER ELEv.•94-0" _ CHECKED BOB NUMBER. 12312-I&A DETAIL. DETA 1 L. PROJECT 2 I DATE: MAY 25,2016 • SCALE: 3/4" = I'-0" A2m3 A2mi SCALE: 3/4" = I'-m" A2m3 A2mi SHEET OF A207 O - i L CEILING CEILING a m Fq • ELEV. r_ ELEv.= R 2X4 FRAMING AT 1'-4"O.C. -- - 2X4 FRAMING AT T-4"O.C. Q m 5/8"GYP.BRD. 5/8"GYP.BRD. 3 105 5/8"GYP.BRD.PAINTED PI - c HALLWAY • 112 to 8 EQ.TREADS=Y 4" 3" 06 OFFICE v v m 5/S"GYP.BRD. L `' w °u `m ............_ ...--. .---- _--._.-- � - -.. __.. 4"MpF CHAIR RAIL PAINTED P5 -_-STAIR IR"FURRING CHANNELS _ � c a UNFACED BATT 2 AT 1'-4"O.C. 105 - 2 INSULATION A300 UNFACED BATT - TGI FLOOR INSULATION 5/8"GYP.BRD.PAINTED P2 FRAMING AT 1'-4" TGI FLOOR FRAMING AT O.C.(SEE STRUCT.) I'-4"O.C.(SEE 5TRUCT.) • - _ FINISH FLOOR ,L Z FINISH FLOOR 3/4'PLY.WD. ` ELEV.=100'0" ._.._. _. ---... - -... ELEV.=100'0" � a FLOOR SHTG. 3/4"PART.BRD. 3/4"PLY.WD. ,s SUB-FLOOR FLOOR SHTG. _ YJ s 3/4"PART.BIRD, 5'-I IR" 1'-0.. 10 EQ.TREADS=9'2" I'0" 5'-2" III—� SUSPENDED ° 1I SUSPENDED LI I_ der Acousr.cLG. - — II I I I 1=1 =1 III; ACOUST.CLG. a ' =III=111— 2 IIII=111 a I-III- - - - _ IIIIIII=I' A300 - - CEILING A3m0 — zx4 FRAMING A3 ELEV..8'-0"A.FF. 0 w - AT 1'-4'O.C. =� 1 III- 5/5"GYP.BRD. — - • 2X6 FRAMING 1= (BOTH SIDES) • _III AT I - '-4'O.C. 11= LANDING - 5/8"GYP.BRD. III= III ELEV. 4"BASE TGI FLOOR FRAMING AT -4"O.C.(SEE STRUCT.) 8"CONCRETE FOUNDATION WALL HALLWAY 1 3/4"PART.BRD. M (SEE STRUCTURAL) ® SUB-FLOOR �p ,,say 3/4"PLY.WD. 13A 0 FLOOR SHTG. -- p • 1X4 FRAMING AT 1'-4"O.C. 1 5/8"GYP.BIRD. A300 — 5/8"GYP.BRD.,PAINTED LL w p� 4"FIBER-MESH - 1/2"FURRING CHANNELS AT I'-4"o.c. REINF.CONC.SLAB 4"BASE „' L'°9 1.ri FINISH FLOOR FINISH FLOOR 1 ELEV.-88'S' ELEV.=88-8 �,��yy '. • ° • TOP OF FOOTING - - `'U LL • • - . ^- ELEV.=88,_4„ T- ,• ...- ELEV. 88-4'M�� TOP OF FOOTING U. z ` POLYETHYLENE VAPOR 4"FIBER-MESH REINFORCED L. I SECT I ON BARRIER,10 MILS MIN. SECT I r oN 4"COMPACTED BASE B CONCRETE FOOTING(SEE A CONCRETE SLAB STRUCT.FOR SIZE 4 REINF.) POLYETHYLENE VAPOR SCALE: 1/2" = 1'-& A3m0 A3mm 4"COMPACTED BASE SCALE: 1/2" = 1'-0" A3 A300 BARRIER 10 MILS MIN. u CONCRETE FOOTING($EE STRUCTURAL FOR SIZE Q REINFORCING) SHEET TITLE: i 5 4" STAIR SECTIONS A _ A — — DETAILS 1 A3mm STAIR — A30m ?' -- STAIR 105 I I I I UP m 105 ui • CONTRACTOR SHALL VERIFY 5/8"GYP.BRD.PAINTED 2'-3" 5'-2.. '> ALL DIMENSIONS A CONDITIONS II" SHOWN OR IMPLIED I I/2"OD.PAINTED PIPE HANDRAIL CARPET BASE SKIRT(SEE OFFICE DRAWING SCALE APPLIES TO ROOM FINISH SCHEDULE) 'Q 22"X 34"SHEET SIZE CARPET TREADS 8 RISERS RESTROOM vi 106 CONFERENCE I (SEE ROOM FINISH SCHEDULE) ® 501 - 103 REVISION DATE 1 RISERS BRD. Ll WALL BRACKET AT 4'-0"O.C. 3/4"PART. � MAX. 5/4 PRE-ENGINEERED Q STAIR TREAD X 9 STRINGERS(SEE STRUCT.) FE DRAWN BLOCKING HALLWAY CHECKED g ( BY: B.LEDFORD HALLWAY 112 A3m0 B A300 B02 BY JOB NUMBER: 12312-ISA DITA I L 2 brSTA I L 5 4SOMENT FLOOR PLAN NORrN MAIN LOAL FLOOR PLAN PROJECT MAY 25,2016 SCALE: 1-1/2" = I'-0" A3mm A3mm SCALE: 3/4' = I'-0" a3mm A3mm SCALE: 1/4" Is I'-& SCALE: 1/4" = '-D" SHEET OF A300 S"CONCRETE FOUNDATION WALL(SEE STRUCTURAL) CANT RISERS 1" _ 1 1/2"OD.PAINTED PIPE HANDRAIL TOOLED GROOVED 1 a TREAD NOSING v m a WALL BRACKET AT ° 4-0,O.G.MAX CONCRETE(SEE V • STRUCTURAL FOR REINFORCING) C COMPACTED BASE +�.y"W rn 4 E O_ DOTAL 2 DETAIL �Tu o . SCALE: I-I/2" = I1 43m1 a3m1 SCALE: 3/4" = 1'-0' a3m1 a3ml — • F it a v o o • u U d e -9 = CORE DRILL AND EPDXY GUARD RAIL 6"DEEP INTO CONIC. a 5'0" 5'0" 5'0" 5'-0" 5'-0, a I"D1A.STL PIPE PICKETS AT 4"O.C. GUARD RAIL,1-1/2"CIA. SCH 40 STL PIPE, • O PRIMED AND PAINTED 34'CHAMFER p o R 4"MIN.CONCRETE W#3 REBAR AT 18"O.C.EA.WAY. t <SjB ELEV.•SS'_S' r ti TOP OF STAIRS ELEV. IIII 6 11 r` ` 4"CONC.WALK I I I III—I -IIII— 111—III—III III _=1I I III _ ` — III— T-0" I'-0" 17 Ea TREADS.15'-7" _ = — THICKENED EDGE ;IIII IIII III III ICI—III 111 EQUIPMENT PAD, SEE 2/8DI01 A301 g. - III—III— COMPACTED BASE ICI—I� COMPACTED BASE -a�`� III—,� `� Y _jj 8"CONCRETE FOUNDATIONLu WALL(SEE STRUCT.) III STAIR ~ _ F+ 1 1 11 l l y Bm8 II II Z 111 IIII 111= d Q U. d q W U0 Q A301 .� W J J Q U. ILL. JI H Z z IIII FINISH FLOOR 1��— SLOPE TO DRAIN — LL 3 • _ -III—III—III 1/S"PER FOOT III=— ELEV.=88' " III=ITI III g -I I 70P OF F007ING 1= _ •9 '.4 �' CONCRETE FOOTING(SEE C = I L=I I—I 11=1 11= — - STRUCTURAL FOR SITE B DRAIN(SEE .11 1=1 I 1 _� =I'' REINFORCING) a PLUMBING DRUJGS.) COMPACTED SUBGRADE SHEET TITLE: SECTION SCALE: 1/2" = 1'-0" A3mi A301 STAIR SECTIONS i & 2!1 DETAILS 1 r STAIR, B08 U 9 ui STAIR Q n1► q N 7 B08 DN CONTRACT OR SHALL VERIFY • A301 A3ml ALL DIMENSIONS&CONDITIONS SHOWN OR IMPLIED - O ' '° DRAWING SCALE APPLIES TO 2T'X 34"SHEET SIZE ImT Im6 -- REVISION DATE r� STAIR II STAIR eF 105 1 105 M r-1- BREAK OFFI E 11 _ OFFICE f L 1 B05 I 106 P N DRAWN • �b IL___y BY: B.LEDFORD CHECKED BY: JOB NUMBER: 12312-16A BASEMENT FLOOR PLAN NORrH MAIN LE1/EL FLOOR PLAN NORTH DAE PROJECT: MAY 25,2016 IV SCALE: 1/4" = P-m" SCALE: 1/4" = 1'-0' SHEET OF A301 a CDOOF2 TYPES 1- EGENED ED ® CIE ED LJ m OHINGES A TA 2714 45X45 USIS MCKINNEY N 1 0 10"T-4"10 FE TA 2714 45X45 NW USi5 MCKINNEY Er a w I- a 2"® y w O w m 'I ED F- a (u • 61 LIB LOCKS SPA 619 $CHLAGE -PASSAGE EL O N uj DID w L3 d. L2 ND50PD SPA 619 SCHLAGE -OFFICE z w SIZE DOOR FRAME uJ m Lz Q w ' x w z _ L3 ND405 SPA 619 SCHLAGE -PRIVACY w x w '� vJ x Q vJ p • G2 L4 ND SPA 619 6CHLAGE -STOREROOM O O Y w Lv ul Lll Y a H- 0O Ld - o 0 L5 ND70PD 51-A 619 SCHLAGE -CLASSROOM p ? Z 0 y -i � p w ED O ~ ~ O - m 0 O Lb CLYINDER20 SERIES SCHLAGE o uJ WID. HGT. THK.MAT.TYPE MAT. WID. TYPE x —1 Li rl Y Ln 3 ¢ cl Hx- w REMARKS o o < , G2 = r i- r r d' - Cl CLP14OSER CUSH USIS LCN 1-1/2" ALUM A ATB 4" A H2 Lb G2 --- CI --- --- WSI --- D51 TI EDI I/A400 100 M o m CLOSER 100 P 3'0" 7'0' L 3 _ 101 S 3'0" T-0" 1-1/2" WD B HM 5 7/8' B A LI G3 --- --- --- 51 WSI --- --- --- --- 2/A400 101 ■ co �9 r 0 = FLUSH BOLTS 102 5 3'-0" T-0" -I/2" WD C HI'I 5 7/8" C HI L3 --- --- CI KI 51 W51 --- DSI T2 --- 3/A400 102 9 P51 F5358 US15 IVE$ u b w a 103 5 3'-0" T-0" 1-1/2" WD C HM 5 7/S" G HI L3 --- --- GI Kl 51 WSI --- DSI T2 --- 3/A400 103 Ln m �� o A U/ © O 04 5 3'0' T0" J KICKPLATES 1-1/2' WD C HM 5 74, C HI L4 --- --- --- --- --- WSI --- --- --- --- 3/A400 104 L • D KI 8400 XI0 84E CS USIS IVES 105 5 3'-0" T 0' c ' - I-I/2" WD B NM 57/8" C HI L2 G3 --- --- --- SI WSI --- - --- --- 3/A400 105 0"> j STOPS v a 106 5 3'-0" T-0" -1/2" WD B HM 5 7/6' G HI L2 G3 --- -- --- 51 WSI --- --- --- --- 3/A400 106 • 2'-8' 3'-0° 3'-0° 107 6 3'0' T 0" - > SI W$401GGV U515 IVES t o m - 1-1/2" WD C NM 5 7/8" G HI LI --- --- --- --- SI --- --- --- --- --- 3/A400 107 v a c c 1-4- I'-4" 1-1 WSI" WSIAT303�CF'K�I� PEMKO 2/A400 108 � 109 5 3'0" 7'-0' 1-1/2" WD B HM 5 7/8" D A 1-2 G3 --- --- --- 61 WSI --- --- --- --- 2/A400. 109 - DOOR SWEEPS DSI 18062GP PEMKO 110 5 3'-0" T-O" 1-1/2" ALUM G ATB 4' D H2 L6 G2 --- GI --- --- WSI --- D51 TI ED2 4/A400 110 0 O 0 II S 3'-0" T-0" 1-1/2" WD 1 B 1 NM 5 7/6, D HI L2 G3 --- -- --- SI WSI --- --- --- --- 2/A400 112 EX[i DEVICE EDI 9547L-17 USIS VON DUPRIN -LATCH 112 6 13 m T-0" 1-1/2" WD B HM 5 7/8" D HI L2 G3 --- - -- SI WSI --- --- --- 2/A400 113 s _ a 9 A ED2 9S47L-NL-17 U515 VON DUPRIN -NIGHT LATCH 5 Hr r 113 6 3.0' T-O" 1-1/2" WD B HM 5.7/6 D HI L2 G3 --- -- --- SI WSI --.. --- --- --- 2/A400 114 O 0 THRESHOLD Ild 5 3'-0" T-0.. 1-1/2" WD B HM 5 7/8" D HI LI G3 --- -- --- 51 W51 --- --- --- --- _ 2/A400 115 4 TI 172A PEMKO csi'sr Go ^' G2 T2 VINYL THRESHOLD 115 S 3'-0" T-0" I-I/2" WD B NM 5 7/8" B HI L2 G3 SI WSI 2/A400 116 9 B0, P '3'0" T 0 1-1/2" WD F HM 5 IN E HI L5 G3 FBI(X2) --- --- SI WSI --- --- --- --- — 3/A400 B01 MATERIALS ® ® ® ALUM ALUMINUM B02 P 1 S T-0" -I/2" WD E --- --- --- HI -- --- --- - --- --- --- --- --- --- --- 51-FOLD HARDWARE BY DOOR MANUFACTURER --- 602 a ATE, ALUMINUM THERMAL BREAK 503 P 2 8' T-O" 1-1/2" WD E HI 51-POLD HARDWARE BY DOOR MANUFACTURER B03 HM HOLLOW METAL WD WOOD 504 5 3'-0"1 T-0" 1-1/2" WD G HM 7 3/4" C HI L3 --- --- GI KI $I W81 --- DSI T2 --- 7/A401 504 r.I arLnlr 505 5 3-0' 'T-0" 1-1/2" WD B 1 HM 7 3/4" C I HI I LI G3 I --- --- --- SI --- --- --- --- --- 7/4401 505 GI I"INSULATED GLASS G2 I"INSULATED TEMPERED GLA6S Bob S 3'-0" T-0" -IR" WD C HM 5 Val G HI L4 --- --- --- --- SI WSI --- --- --- --- 3/A400 506 a -- G3 1/4"TEMPERED PLATE GLASS 507 S V-0" T-0" 1-1/2" WD C HM 5 1/6, C HI L4 --- --- --- --- 51 W61 --- --- --- --- 3/A400 507 r ^ /� 508 5 V-0" T 0' 1-1/2" WD C HM 5 7/8" C HI L4 --- --- --- --- SI W51 --- DSI TI --- 3/A400 B08 r R Ak ,v, � TY P E S Al ASTRAGAL PEMKO B09 S 3'-0" T'-O" I-I/2" 'HM D HM 7" C H2 L6 --- --- CI --- 51 WSI --- DSI TI ED2 6/A401.: 509 • 5'-0 1/4" 3.4. W SYNTHETIC STUCCO FINISH 'I 1� HOFUZ FINISH CH DDING!SEE —OX6 WALL FTRAMING AT F� U FINISH SCHEDULE ON A20U _ 7�TOI.T UM.STORE 2X6 WALL FRAMING AT WA O.C. Z WALL SHTG.(5EEONT CORNER I'-4"O.C. LLAKE WALL SHTG.!SEESTRUCTURAL)ST.A111AL) R-19 BAIT INSULATIONU O R-19BATT INSULATION HEADER(SEESTRUC7URAUHEADER(SEE SEALANT(BOTH SIDES) WSTRUCTURAL)2"STL.CHANNEL AL SEALANT(BOTH SIDES) Q U. LL COMER BRAKE WINDOW WINDOW H Z Z 5/8"GYP.BRD. 5/8"GYP.BRD. 3'-4" 6'-8" 3'-4" (SOT SIDES) (BOTH SIDES) F a 2 EQ.SPACE 4 EQ.SPACES C.SPA G 3 5/8"MTL.STUDS 3 5/8"MTL.STUDS .3'2" 4" 6'4" 4,,. =3'2" AT I'-4"O.O. AT I'-4"O.C. T 4" SEALANT SEALANT ,. • G2 G2 G2 G2 GZ G2 G2 G2 _ 4'-I" 3'-3" HEA® (BOTH SIDES) �, (BOTH SIDES) SYNTHETIC STUCCO FINISH o 2"5TL.CHANNEL HEAD O/WIRE LATH HORIZ.5TL.SIDING(SEE DOOR FRAME!SEE DOOR FRAME!SEE 2X6 WALL FRAMING AT G2 Ji G3 FINISH SCHEDULE ON A20U DOOR SCHEDULE) DOOR SCHEDULE) 1'-4'O.C. WALL 9HTG.(SEE 2X6 WALL FRAMING AT DOOR(SEE DOOR(SEE STRUCTURAL) SHEET TITLE: 1'-4'O.C. DOOR SCHEDULE) DOOR SCHEDULE) R-19 BATT INSULATION - m WALL SWIG.(SEE r STRUCTURAL) 5 7/8" a HEAD Hrm,4D DOOR G2 G2 G2 G2 G3 SCHEDULE DOOR(SEE DOOR SCHEDULE) DOOR(SEE 3 5/S SCHEDULE) VA R B INSULATION 3 5/8"MTL.STUDS Ate"MTL.STUDS DETAILS ® a VAPOR BARRIER AT I'-4"O.C. WINDOW 5/8'GYP.BIRD. 4"O.G. 5/8'GYP.BRD. SEALANT(BOTH SIDES) 5/8"GYP.BIRD. SEALANT(BOTH SIDES) (BOTH SIDES) 5/8"GYP.BRD. WINDOW WINDOW (BOTH SIDES) 5`4„ JAMB JAMB 3'4" 3'-3 2-1 +� SEALANT(BOTH APPLIED CONTRACTORSHALLVERIFY SIDES) STOP SEALANT(BOTH WINDOW ALL DIMENSIONS&CONDITIONS a G2 SIDES) 3/4'PART. DOOR FRAME(SEE SHOWN OR IMPLIED JAM® DOOR SCHEDULE) JAMB DDOOR OOR FRAME R EDULEE BRD.SUB WINDOW DOOR FLOOR DOOR DRAWIN 2T'X SC SHEAPET S SIZE S TO 2.4 P.T.NAILER • _ _ SILL SET IN REVISION DATE DOOR(SEE DOOR WINDOW FULL BED OF CITYCOMMENT RESPONSE 6/29/16 ` Q SCHEDULE) APPLIED STOP BUTYL SEALER B THRESHOLD SET SILL SET IN - THRESHOLD SET DOOR SWEEP(PER 2x6 P.T.SILL Cat ur PULL BED OF IN FULL BED OF DOOR SCHEDULE) DOOR FRAME in PLATE IN FULL BED OF BUTYL SEALER BUTYL SEALER `F SEALANT(BOTH 4"CONC. 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ATB ALUM.THERMAL BARRIER --- 5 SIDES) GI I"INSULATED GLASS IIb 4'-0" 5'-9" A GI ATB FIXED /A401 IIb DOOR(SEE 2. WINDOW FRAME COLOR TO BE KAWNEER•22 117 1 8'-0" 5'-9" B GI ATB FIXED --- I/A401 117 J, < �{�s�ESHpLD JAMB DOOR SCHEDULE) STOCK FLUROPON-CLASSIC BRONZE. 8 8' 5'-9" B GI ATB FIXED I/A401 115 m J119 8'0" 5'-9" B GI ATB FIXED 4/A4 00, dd '� z , DET141L b DETAIL T ''a < • SGALE: 11/2" = 1'-0" a40m a401 SCALE: 1 1/2" I'-0" A4W A401 1 ALLURA SMOOTH LAP SYNTHETIC STUCCO, SIDING FIELD COLOR 1.WALL FRAMING AT W • 2X6 WALL FRAMING AT I'-4"O.G. (-4"Or B"CONCRETE 2X6 WALL FRAMING R-19 BATT INSULATICN H LL) O R-19 GATT INSULATION 5/8"GYP.BRD.,PAINTED FOUNDATION WALL AT h4"O.C. AWNING(SEE (SEE STRUCTURAL) ALLURA SMOOTH STRUCTURAL) ~ U _ AWINING(BEE a LAP SIDING R-19 GATT INSULATION b7RUCTLLRAL) a WALL SHTG. 5/6,GYP,BRD. Z W Q u. 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SEALANT GATT INSULATION WINDOW WALL ETICs STUCCO ONENS W/ SEALANT(BOTH SIDES) WWINDOW INDOW SCHEDULE) JAMB 6'CONCRETE WALL WINDOW (SE SCHEDULE) WINDOW W N'GYP.(SEE SCHEDULE ........_....__. R-19 BATT INSULATION 5/8 SHT (SEE SYNTHETIC STUCCO FINISH ALANT(BOTH SIDES) DOW!6EE 8' • STRUCTURAL) WINpO�U(SEE SCHEDULE) (SEE STRUCTURAL) JAMB JAMB DOW9CHEDULE) DETAILS _, JAMB 1/2"SOLID SURFACE SILL 1/2"SOLID SURFACE SILL (SEE ROOM FINISH X6 WALL FRAMING AT (SEE ROOM FINISH WINDOW(SEE SCHEDULE) ----------- 14"O.C. "r SCHEDULE) WINDOW SCHEDULE ALL DIMENSIONS&CONDITTIONS WINDOW r WINDOW(SEE WINDOW CBE) WATER TABLED SILL DRAWING22"%31' SEALANT(BOTH 61pE8) I/2° WINDOW SEALANT!BOTH SIDES) -3" SHOWN OR IMPLIED WINDOW SCHEDULE) 5 5/8" WINDOW SCHEDULE) j DOOR(SEE 1/2"SOLID SURFACE 3' SEALANT)BOTH SIDES) SCALE APPLIES TO JAMB DOOR SCHEDULE) SEALANT)BOTH SIDES) SILL(SEE ROOM Irz"SOLID SURFACE WATER TABLE SILL 5/B"GYP.BRD. 'sHEEr srzE FINISH SCHEDULE) SILL(SEE ROOM • IX4 MDF TRIM,PAINTED - 4/4,6"ALLURA pINISH 6GHEDULE) REVISION DATE PLYCEM TRIM 2X6 WALL FRAMING 5/8"GYP.BRD. _ AT 1'-4"O.G. 2Xb WALL FRAMING 1/2"PRESERVATIVE ALLURA SMOOTH 5/8"GYP.BRD. R-19 BATT INSULATION DOOR(SEE AT I'-d'O.C. TREATED PLYWD. a LAP SIDING 2X6 WALL FRAMING WALL SHTG.(SEE DOOR SCHEDULE) R-19 BATT INSULATION 1 1/2"FURRING a METAL FLASHING WALL SHTG. AT I'-4"O.C. STRUCTURAL) SWEEP WALL SHTG.(SEE CHANNELS AT I'-4"O.G. W/DRIP EDGE (SEE 9TRUCT.) R•19 BATT INSULATION WIRE LATH 4 MORTAR BED STRUCTURAL) 5/8"GYP.BIRD,PAINTED DRAWN «, WIRE LATH 8 MORTAR BED CULTURED bTONE VENEER BY: S.L.PALMER THRESHOLD CULTURED STONE VENEER SILL CHECKED BY: SILL SILL tHSHOLD SILL JOB NUMBER: 12312-I6A DET.41 L DETAIL L NOT USED DETAIL NOT USED PROJECT 5 4 3 2 I DATE: MAY 25,2016 A400 M01 SCALE: I I/2" = I'-0" A401 A401 a4o1 A401 SCALE: 1 1/2" = P-0" a401 a4m1 SCALE: 1 1/2" = 1'-0" a4B1 a4®I sI-IEET or A401 FINISHES FINISH SCHEDULE o N � FLOOR WAINSCOT w = Z WALL 5 w _ Ey W L e 03 FI CARPET WSI CHAIR RAIL-4" � z L=n L` Z w � -' F2 CERAMIC TILE MOP PAINTED Z � z p to ❑ Z m a • F3 SHEET VINYL WS2 CERAMIC TILE a w Ln F r Z Z F4 EXPOSED CONC. o m z ~f = Tn J J REMARKS 0o C o ROOM DESCRIPTION _J COLOR# ¢ COLOR# < CDLOR# o COLOR# w COLOR# 0 COLOR# 3 COLOR# wo COLOR# n WALLS Of L� Do F [ m BASE WI GYP.BRD.PAINTED B01 RESTROOM F3 Sv ••- •- W52 WCT WI P4 WI P4 WI P4 W NACT C2 Pb 8-0 PE,P5 NOTE#4 501 o W2 GYP.BIRD. B2 4 CARPET 802 HALLWAY FI/F3 CRP3/5V 82 BCP3 •-- -- WI m WI F7 W PI W P7 CI --- 9'-0" F5 NOTE#5 $02 `o ; a o ' W3 EXPOSED CONC. 63 4"MDF PAINTED BASE W 503 TRAAIN�INGE FI F4 CRP3 82 BCP3 --- W W12 u ... ...P2 W1 PI W p1 W3 PI Cl/c2 PI 830" P5 NOTE#5,NORTH-WEST WALL PANTED P7 503 5 3 E 504 _.. ._ --- P5 504 L7 a o b CEILINGS B05 BREAK ROOM F3 Sv --- --- — -- WI P4 W PI W F1 W P4 CI --- 9'-0" P5 NOTE#3 $05 >_ • i a CI ACOUSTIC TILE,ARMSTRONG, B06 DATA/COM. F4 ... --- --- --- --- W3 --- 0 --- W --- B06 2 ••- W3 --- --- --• -- P5 • DUNE TEGULAR WHITE(WH)W/ Q� v o o d 15/16"TEE GRID $07 MECHANICAL F4 -.- ... ... -- --- W2 --- W2 --- W2 ..• W3 --- --- ... --- P5 --- 807 i 6 u « �. m v" G2 GYP.BRD.PANTED B08 STAIR ... ... •_ _. ... ... .-. ... ... _. ..- ._ ... ..- .-. -.. P5 _-_ BOB `` _`o t 100 COVERED ENTRY -. ... _. -.. _. ... ._ .-. .._ ... ... ._ --_ 100 L z_ [-I-" O L O R S 01 LOBBYAUAITING FIh7 CRFM/CTI B3 MDF u51 P5 W I m W PM W PI/P2 WI PI/P2 Cl/C2 P4 1 0" FS NOTE#I,#2,#5 SEE DETAIL 2/A500 FOR SOFFIT COLOR DETAIL 101 - 102 RECEPTION FI Cm B3 MDF Bsl P5 W II W PVP2 --- --- Cl/C2 P4 II-0" P5 NOTE#1,#2,#5 SEE DETAIL 2/A500 FOR SOFFIT COLOR DETAIL 102 103 CONFERENCE FI CRPI 83 MDF W51 P5 WI PM W PVP2 W PVP2 0 PVP2 CVC2 P4 10-0, P5 NOTE#1,#5 SEE DETAIL 2/A500 FOR SOFFIT COLOR DETAIL 103 104 HALLWAY F CwI 52 BCP1 W51 F5 U FM W PVP2 — -•• W PVP2 CI --- 9'-O" F5 NOTE#1 104 PAINT FLOOR 105 STAIR FI CRF2 B2 5CP2 E151 P5 W PVP7 W PI/P7 WI PVP7 WI PI/1`7 CI --- 9'-0' --- NOTE#5 TOP OF CHAIRAIL TO BE AT ELEV.100'-0" 105 • PI SW 7532 URBAN PUTTY CRPI SHAW PHILADELPHIA, 106 OFFICE FI CRPI B2 BCPI --- -- WI PI W P3 W PI WI PI Cl --- 91•01 P5 1 NOTE#3,#5 106 ,p P2 SW 2803 ROOKWOOO FEEDBACK 54565 MODULAR Fo TERRA COTTA RADAR 00003,QUARTER 107 RESTROOM F3 Sv -•• --- LL52 WCT u P4 W P4 a 114 WI P4/ILCT C2 Pb 8'-0' 115 NOTE#3 107 s °' a P3 SW 2851 SAGE GREEN LIGHT TURN INSTALLATION 106 RESTROOM F3 SV ••- --- 152 WCT u P4 W NAXT a P4 1 WI P4 C2 Pb 8'-0' 1-5 NOTE#3 108 ✓d db z P4 SW 0007 DECOROUS AMBER CRP2 SHAW PHILADELPHIA, 109 JANITOR F3 5v •-- --- --- -- WI PI W PI EN PI WI PI c2 Pb 8'-0" P5 --- 1013 P5 SW 1545 HOMESTEAD BROWN COLOR ACCENT BROADLOOM II0 OFFICE FI CRPI B2 BCPI -- --- WI P3 W P3 Ep PI WI PI CI - g' ig b NS a P6 SW 7551 CREEK VILLA 62740 SUEDE - -- -0' F5 NOTE#3,#5 HALF WALL PANT P4,MOP CAP PAINT P5,NOTE#3 I10 P7 SW W12 EMPIRE GOLD CRP3 BOLYU BROADLOOM,CAPITAL III SUPPLY ROOM F3 SV ••• --- -- -- WI PI W PI W PI W PI CI ••• g'-0" P5 NOTE#5 III PB DOOR STAIN COLOR:9HERWIN GAINS,CPG 13 INTEREST 112 HALLWAY P CRPI 52 BCPI E51 F5 WI PI/P2 W PVP2 III PM W PVP2 Cl ••- 9'-0" P5 NOTE#I 112 WILLIAMS OIL STAIN,WARM 113 WORK ROOM FI CRPI 82 BCPI -- --- WI PI WI P3 U PI WI P3 CI •-• 9'-0" P5 NOTE#3,#5 113 CHESTNUT SW 3114-8 ON BIRCH CTI CT[-MASONRY CENTER NATURAL SLATE SERIES 114 OFFICE FI CRPI 52 BCPI WI P3 WI PI a PI WI PI CI 9'-0" F5 NOTE#3,#5 114 • DOORS PRCELI TILE,MULTI BRICK 16' 115 HALLWAY FI CRPI B2 5CRII WSI F5 WI PI/P2 U FVP2 W PM u PI/P2 CI --- g'-0" F5 NOTE#1 115 L WAINSCOT X 24'.GROUT:LATICRETE#52 "TOASTED ALMOND". 116 WORK ROOM Fl CRPI 52 BCPI --- --- WI PI W PI W PI W Fl cl --- 9'-m" F5 HALF WALLS PANT P4.MOP CAP PANT 1-5,NOTE#3 116 .. 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GYP.BRD. N PAINTED PAINTED L 0 MDF CAP MDF CAP ;n PAINTED P5 PAINTED HEAVY DUTY HEAVY DUTY v MTL-SUPPORT METAL SUPPORT �' Q1 I I BRACKETS BRACKETS 3'-0" `fl 3'O"O.C. O.C. m • P.LAM.COUNTER O/(2) `4 POWER I POWER 4 - - 9 " - DATA DATA - - LOCKABLE P 3 LAYERS 3/4'PLY WD W/1 1/2" n e -I' DRAWER 2' o SOLID SURFACE NOSING w (EASED EDGE).-LAM3 W/$52 �;-6' LOCKABLE -6' I'-6" LOCKABLE 6'-0" LOCKABLE I'-6' I'-6' •� DRAWER DRAWER I HALF WALLS DRAUIER J v PAINTED P3 Ln (2)3/4"WHITE MELAMINE U °' a � t SHELVES W/VINYL I t o ° jl� EDGE WORKROOM 11r0 �3 2 '' a o L SCALE: 1/4" = 1'-0" 3 � � • a I SHAKER STYLE DOORS. A5m5 5 II Im 9 i PLLAM.O/314"PART.BRP. A5m5 A5m5 A5m5 A505 A505 A5m5 -LAMI OFFICE 110 TO 1p ----- HAVE ALL ADJ. GYP.BRD. 0✓ a SHELVING IN GYP.BRD. y 3'-6'CABINET. I ❑ PAINTED PAINTED PI s NO GOAT ROP DEPTH OF a A5m3 COUNTER 0 COLINTERTOP LENGTH VARIES ROD FOR �9 TO BE FLUSH d d6 •�' VINYL MELAMINE W/ I COATS PER OFFICE PlM. :� WITH THE WALL !� • I I I I �' ADJUSTABLE HEAVY METAL ;p -. SHELVES a SUPPORT SHELVES v -I HEAVY METAL BRACKETS AS PLAM.O/3/4"PART. REOUIRED SUPPORT ALL LOCKABLE BRACKETS AS 4"BASE `a BRD.-LAMI 6"MDF BASE DRAWERS REQUIRED 3'-Il" 2'-O" P O' T-6" LOCKABLE DRAWER OFFICES 110 4 123 TO GYP.BRD. HAVE ADDITIONAL PAINTED P2 2-DRAWER LOCKABLE • FILE CABINET DET.41L TYP. OFFICE L�4YOUT ; _ CONFERENCE 103 6uj SCALE: I" I'-0" A5m3 a5m3 SCALE: 1/4" = 1'-0" 3 3 SCALE: 1/4" = 1'-0" 03 ~ W O OFFICE 110,114$122 Z u Q 6 5 4 4 Q LL I A5m5 A5m5 A5m5 A505 U 0 SOFFIT SOFFIT H y • - 2 GYP.BRD. Q ILLLL —WALL L ❑❑ ❑ um PAINTED GYP.BRD. � � ~ Z Z u❑ BY OWNER � Y�ry,:. 9 MOP STRIP � N IL GYP.BRD. .. rn e I C lJ 11 pl `� PAINTED P2 it IR"FRP.WALL LL3 3 T I i E' MDF CHAIR I I COVERING RAIL,P5 i.' 0 __ _ ___ _ _ _ ..- -- -_ --- ___. ...�:.: io JANITORS SINK GYP.BRD. _ .. --- PAINTER _ __ r__-_=r -_ _ __ __ __ - -- ... ...-.-" .- __ _- _ __ _ _____._. _.__ (SEE MECH.) U _ P2 6" �4V' • m MDF w r N 4"BASE EDE] E IBASE,P5 ..... EE BASE 6 1 6 b f 9 2 9 6 3-6 1 6 2 4'-0" ,{ I SHEET TITLE: ALL LOCKABLE 1-9 - I LOCKABLE �•F FILE DRAWERS DRAWER CERAMIC TILE OVER 0"PARTICAL BOARD• L A E LE,SHORES MARRES P6S GLASS, y,II••4N I TOR 109 RECEPTION 102 2 � � LAKE SHORES P665.ALSO WRAP AROUND 5 5 5 6 EAST END. g SCALE: 1/4" = 1'-0" 3 m3 SCALE: 1/4" = I'-0" °3 INTERIOR • ELEVATIONS ' 2 I 3 A505 A5m5 A5m5 CONTRACTOR SHALL VERIFY GYP.BRD• ALL DIMENSIONS&CONDITIONS I GYP.BRD. GYP.BRD. GYP.BRD. PAINTED PAINTED PI SHOWN OR IMPLIED PAINTED PAINTED SEE DOOR CERAMIC TILE SCHEDULE FOR DRAW4INGSCALE SHEET SIZES TO DETAILS • SEE DETAIL—, \ REVISION DATE s 6 s � pgpm HEAVY DUTY MTL.SUPPORT 4"MDF PAINTED pTp BRACKETS CHAIR RAIL-P5 L-4:9 SD GRAB BARS _ —:: _ GYP.BRD. TBD -""- PAINTED 1-2 DRAWN 4"BASE 4"BASE �J4"BASE ❑ ❑ BY: N.CRANE HALF-WALL W/MDF 4"CARPET BASE CHECKED PAINTED CAP 3 BY: JOB • NUMBER: 12312.16A TYP. RESTROOM I-AYOUT 4 3 2 OFFICE 10�0 2 TYP. H,4LLW.4Y DESIGN DATTEECT MAY 25,2016 SCALE: 1/4" = I'-& 3 SCALE: 1/4" = I'-0" 5m3 SCALE: 1/4" = 1'-0" m3 SHEET oP RESTROOM 107,108,$501(EXCEPTION: RFP PANEL I 3 HALLWAY 104,HALLWAY 112,HALLWAY 116,$HALLWAY 121 3 A503 PLACE OF WALL TILE IN RESTROOM 501) n 'A 16 23 k H 74 12 A5m5 A506 A506 A506 A506 A505 m A506 A505 aim bIM bIM GYP.BRD. GYP BRP GYP BRP GYP.BRD. M 9 PAINTED 1 PAINTED PAINTED 6 PAINTED N ti L 6HELvEBBLE REF.(NI.CJ ANGLE NOT (V ®� / TO SCALE COAT CLOSET �; Q • Q1 p �! I 1 W/ROD 4 �! � a, SHELF ADJUSTABL s SHELVES 4"BASE 4"BA6E "' 4"BASE t 3 -0" 2'-0" 2'-0" 3'-0" 3/4" 4'0" 4'0" 4'-0" a c w _ o 2 3'-0° 3' 3' 2' 3'-0" 3' u 2 s U1`'1='LY ROOM 11_1 Rrip rSaHMENTS 12.4 , cop.,r ROOM 123 6 - u o 4 2 2 5GALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-& 3 SCALE: 1/4" = 1'-0' 5 C d s o ? 13 II 10 19 la A50A505 GYP.BD. SP A5m5 61 A 0 ---PANTED GYP.SRO. nl:l ❑❑ PAINTED ❑❑ 5 a S� ROD FOR _ < COA76 / i i "vd6 HEAVY s _ l3)HEAVY `a a HEAVY METAL METAL a METAL SUPPORT -- ADJUSTABLE'd SUPPORT SUPPORT BRACKETS SHELVES m BRACKETS BRACKETS, CURVED ©. POWER B DATA 4"BASE DESK P.LAM.O/3/4"PART.SRO. 54" PE PLAN I'-9" I'-9" LOCKABLE -6" '6° LOCKABLE LAMI , LOCKABLE DRAWERS DRAWERS DRAWERS 4 P.LAM.COUNTER O/(2) T I P. OFF I VS LAYOUT OUT 5 5 Lb ORK ROOM 113 3 „Lj LAYERS 3/4"PLY WD W/I SCALE: 1/4" = 1'-0' SCALE: I/4" '-(D" 4 0/y OIIGE 17,118,119 1/J'SOLID SURFACE 3 = I u NOSING(EASED EDGE). -LAM3 W/862 2'_(. 20 b 18 Z u.A506 A506 A506 y, LLJ ...1 GYP.BRD. J ""I ❑� ❑❑ ❑❑ GYP.BRD. PAINTED q PAINTED LL W y.. Z z rn I HEAVY ILL.N � HEAVY METAL `9 METAL SUPPORT 4"BASE - - - - SUPPORT BRACKETS, 9 BRACKETS POWER h DATA 4"BASE 4"BASE . sk LOCKABLE I'-6° 6" ALL LOCKABLE A 6'3" DRAWERS ' L SHEET TITLE: DRAWERS DETAIL I woR< ROOM 113 3 SCALE: 1" • 1'-0" Alma A5m4 SCALE: 1/4" = 1'0" 2 INTERIOR 3 ELEVATIONS a li 16 16 14 A504 A505 A506 A5mb A50b A5mb GYP.BRD. GYP.BIRD, [I El ❑❑ PAINTED GYP BRD CONTRA PAINTED O 0 PAINTED ALL D MENSIONS 8 CONDITIONS N r SHOWN OR IMPLIED .. ROD FOR -- _ CO4T8 ntgg DRAWING SCALE APPLIES TO GYP BRD22"X34"SHEET SIZEPAINTED� REVISION DATE ADJUSTABLE ADJUSTABLE �' SPLASH �- SHELVE. .HELVES = HEAVY METAL - - - DILL MI.C.) 4!'BASE SUPPORT a © © cD I I i\ REF(N.I.Ca 4"BASE BRACKETS A. H LOCKABLE FILE REQUIRED DRAUJERS _ RANGE (ICING DRAWN 6" I'_6" 1'_g" f_g" 3/8" P•b" 2'-b" 2'O' 3'0" 2'0" 0' 2'-0" 24" 2'_6' BY: N.CRANE L CHECKED BY: JOB /� �!�• �i /��/ /�/� /�1y�, NUMBER: 12312-16A or-P i c III122_. . _ �.Y_-�_ 1 15pr=® < ;zoom 15orp 4 2 DATE: MAY 25,2016 4 0 1 SCALE: 1/6 - I'-0" 5 SCALE: 1/4" = 1'-0 SHEET OF A504 1/2"SOLID SURFACE P.LAM.COUNTER O/ 11 COUNTERTOP¢ (2)LAYERS 3/4"PLY BACKSPLASH W/MOLDED SINK O/3/4' C P.LAM.COUNTER O/(2) WD W/1 1/2"SOLID 3'-0" LAYERS 3/4"PLY WD W/I SURFACE NOSINGS 2'-0" PART.SRO.¢ 12" O $ 3'm" 1/2"SOLID SURFACE (EASED EDGE). NOSING(EASED EDGE) NOSINGS(EASED EDGE). -LAMS W/SS2 -SSI Vf -LAM3 W/S62 2'4- PLAM.COUNTER TOP W/I >✓ I2"SOLID SURFACE S BLOCKNG AS REO. W • SHAKER STYLE DRAWER NOSING O/3/4"PART. "' IiYP.) ` PLAM.O/3/4"PART.BRD. -LAMI C PLAM.FACE O/3/4' NO SHAKER STYLE C DETAIL FOR CFFICE6 _ PART.BRD.FRONT PLAM.O/3/4"PART. SHAKER STYLE DOORS. PANEL(TYP.)-LAMI -�HEAVY DUTY METAL 110,114,¢122 BRD.-LAMI PLAM.O/3/4"PART. a BRD.-LAMI SUPPORT X 2"BENT o SUPPORT BRACKETS 3'U-0 OO.RCT ATTACH O r 3 \UJI WALL BY 3/8"DIA. ADJ.3/4"MELAMNE 9 = - SHELF W/VINYL EDGE - M-BOLTS. o PLAM.O/3/4"PART.BRD. w • PLAM.O/(2)LAYERS OF -LAMI . _-1/4"PART.BRD.CURED 3/4"MELAMINE W/VINYL L- t PANEL(BOTH SIDES) PLAM.FACED O/3/4" ` EDGE PART.BRD.FRONT PANEL W/VNYL m o 0 1 g _ PLAM.O/3/4"PART. °' EDGING(TYP.)-LAMI i 0U = a) SRO.-LAMI v FLOOR LINE Q` DETAIL 3 DETAIL Al = a SCALE: I" = I'-0' A504 A505 SCALE: I" = I'-0' A503 A5m5 2'm" DETAIL b DET14 I L 3 s ~ SCALE: I" = I'-0" A503 AW SCALE: I" - I'-0" A503 A5m5 Qf a "s 0 J I 2 U I m„ ors/ H ( ROD PLAM.FACE O/3/4' P.LAM.COUNTER O/(2) SHAKER STYLE PART.BRD.FRONT 24. LAYERS 3/4"PLY WD W/1 I2" DOORS. PLAM. • : PANEL LLV VINYL SOLID SURFACE NOSING O/3/4'PART. EDGNG(TYP.)-LAMI (EASED EDGE).-LAM3 W/S52 BRD.-LAMI M ro Q P.LAM.COUNTER O/ P.LAM.COUNTER O/(2) ( LAYERS ROD WD UI/LAYERS PLY S2'SOLID I2"SOLID SUI�AC�W/I SURFACE NOSING P.LAM.O/(2)LAYERS NOSING(EASED EDGE). 2'-I' W (EASED EDGE). 3/4"PLY WD W/ I2" -LAM3 W/662 J ADJ.3/4" -LAM3 W/SS2 SOLID SURFACE NOSING F- W O �, _ MELA D (EASED EDGE).-LAM3 LW MINE SHELF SHAKER STYLE[DOORS. I SS2 • W/VINYL EDGE �LAAM.O/3/4"PART.BRD. Z LL MI SHAKER STYLE I'L DRAWERS.PLAM. SHAKER 6TYLE DRAWERS. PLAM.O/3/4"PART.BRD. O/3/4"PART. PLAM.O/3/4"PART.BRD. -LAMI U O m BRD.-LAMI -LAMI y y W J J J J -' 3/4"MELAMINE 3/4"MELAMNE W/ m M Q LL LLL W/VINYL EDGE VINYL EDGE - h Z Z PLAM.O/3/4" PLAM.O/3/4"PART.BRD. PLAM.O/3/4"PART.BRD- 3 PART.BRD.-LAMI -LAMI -LAMI L i PLAM.O/3/4"PART. - PLAM.O/3/4"PART. ;d `T BRD.-LAMI BRD.-LAMI o I S 3„ I•g„ „ I'-8 V4" PPPP O DETAIL I DETAIL DETAIL $ DVAIL 5 DETAIL 2 SCALE: �� a P-0" A504 A5O5 SCALE: I" - I'-0" A503 A505 SCALE; I" a I'-0" A504 A505 $GALE: I'� = I,-0" A593 A5®5 SCALE: I" - V-0" A503 A505 SHEET TITLE: • I2"FIBERBOARD WRAPPED W/ LNEN FABRIC(SELECTION I m„ INTERIOR P.LAM.COUNTER O/(2 P.-AM.COUNTER APPROVED BY ARCHITECT I2"SOLID SURFACE W/ DETAILS LAYERS 3/4'PLY WD W/1 2'-1" TOP W/1 12'SOLID EASED EDGE¢1 I2" 1/2"SOLID SURFACE SURFACE NOSING O/ NOSING O/(2)1/2" NOSING(EASEL)EDGE). 2'-1• 3/4"PART.SRP. P-LAM.O/(2)LAYERS C PLYWD.-SSI -LAM3 W/662 -LAM3 W/S52 3/4"PLY WD W/ 2" - P.LAM.COUNTER O/(2) 2.4. LAYERS 3/4"PLY Wp W/I SOLID SURFACE NOSW. CERAMIC TILE O/I2" (EASED EDG4-LAM p PART.BRD.DALTILE, rypgNG(EASED EDGE). 2'4. • 4"MDF PANTED P5 I2'SOLID SURFACE 852 = MARCAS GLASS, SHAKER STYL;fllARZT:.5RlP. S. SHAKER STYLE DOOR LAKE SHORE P665 -LAM3 W/S52 CONTRACTOR SHALL VERIFY PLAM.O/3/4"PART,BRD.H ALL DIMENSIONS&CONDIilONS PLAM.O/3/4" -LAMI HEAVY DUTY-LAMISUPPORT BR HEAVY DUTY METAL DRAWING SCALE APPLIES TO 3'-0'O.G. SHAKER STYLE FRONT SUPPORT BRACKETS 22"X 34"SHEETSIZE m : PANEL.I2"PLAM.O/3/4" . .ADJ.3/4"MELAMINE PART.BRD.-LAMI REVISION DATE SHELF W/VNYL EDGE POWER AND DATA C m m • 3/4'MELAMINE W/ POWER AND DATA ~ PLAM.O/3/4"PART.SRO. VINYL EDGE -LAMI 4"BASE iv Br:AWN N.CRANE PLAM.O/3/4'PART. SRO.-LAMI v v 4'BASE I PLAM.O/3/4"PART.BRD. BY: I'-8 V4" I'-S" JOB NUMBER: 12312-16A PROJECT DETAIL m DETAIL T DETAIL 4 DETAIL DATE: MAY 25,2016 SCALE: I" = I'-0' a5o3 aso5 SCALE: I" = 0 Ab03 a5®5 SCALE: I I'-0° A503 A505 SCALE: I" = 1'-0" A. A5®5 HEET OF A505 1 C O N g 1 L t3 a ITm 1 �-� 3/4" REQ.TYP.WHITE MELAMNE 6 BLOCKING AS N v ° SHELF W/VINYL EDGE - P.LAM.FACE O/3/4" W/BRACKETS MIN.2'-0' PLAM.FACE O/3/4" PARTICLE BOARD m • O.G.AS NEEDED FOR - ADJ.3/4"MELAMINE PART.BRD.FRONT FRONT PANEL TYP.-LAMI u y w - SUPPORT SHELF W/VINYL EDGE PANEL W/VINYL EDGING o (TYP.)-LAMI cO PLAM.FACE O/3/4" `Q ADJ.3/4"MELAMINE ` Q c o t O PART.BRD.FRONT SHELF W/3/4"VINYL PANEL LU/VINYL PLAM.FACE O/3/4"PART. - EDGING(TYP.)-LAMI BRD.FRONT PANEL W/ VENT W/FAN EDGING TYP. VINYL EDGING(TYP.)-LAMI 1 I-0 LE 3/4" ROD W/BRACKETS RANGE HOP(OWNER VINYEDGING TYP AS NEEDED FOR SUPPLIED CONTRACTOR SUPPORT INSTALLED) a Q 2-I 2'-I" P.LAM.COUNTER O/(2) PLAM.COUNTER TOP R. LAYERS 3/4"PLY WO W/I f BACK SPLASH O/ �d�a� i 1/2"SOLID SURFACE � a 3/4'PART.BIRD W/I NOSING(EASED EDGE). r - - - - - J NOSINGI EASED SURFACE /,2 NA Q -LAMB W/892 'a r - - - - EDGE)-LAMB W/SS2 PLAM.O/3/4"PART.BRD. OVEN(N.I.O.) -LAMI • 3/4"MELAMINE 0 W/VINYL EDGE DISH WASHER(N.I.C.) PLAM.O/3/4"PART.BIRD. J PLAM.O/3/4"PART. -LAMI 1 a BRD.-LAMI Lu O • Q Q Y. Q DET.41L 24 DETAIL B DETAIL n DETAIL 5 u O — SCALE: I" = I'-0" ASoa ASmb SCALE: I" = I'-0" a5ma a506 SCALE: I" = I'-0" SCALE: I" = I'-0" a5ma a506 im N t/) G Q Q Q LL LL 1 H Z_ Z REAM,FACE O/3/4" - PART.BRD.FRONT "U-' ADJ.3/4" PANEL W/VINYL ADJ.3/4"MELAMINE O MELAMINE SHELF ADJ.3/4"MELAMINE EDGING(TYP.)-LAMI n SHELF W/VINYL EDGE W/VINYL EDGE '� SHELF W/VINYL EDGE SHEET TITLE: 1 0" PLAM.FACE O/3/4° PLAM.FACE O/3/4"PART. PART.BRD.FRONT BRD.FRONT PANEL W/ • PANEL W/VINYL EDGING PLAM.FACE O/3/4"PART. VINYL EDGING(TYP.)-LAMI (TYP.)-LAMI BIRD.FRONT PANEL W/ VINYL EDGING(TYP.)-LAMI 2.4. I'-0" I'-m" PLAM.CNTER TOPINTERIOR P.LAM.COUNTER!BACK 2.4. P.LAM.COUNTER O/(2) PLAM.COUNTER TOP 1 2'-I BACK SPLASH O/3/4' DETAILS SPLASH O/(2)LAYERS LAYERS 3/4"PLY WD W/1 1/2" BACK SPLASH O/3/4' PART.BIRD W/11/2"SOLID 3'..PLY Wp W/1 I/2"SOLID SOLID SURFACE NOSING PART.BIRD W/1 I/2"SOLID SURFACE NOSING(EASED 1 SURFACE NOSING(EASED (EASED EDGE).-LAM3 W/862 SURFACE NOSING(EASED EDGE)LAMB W/562 v EDGE)-LAMB W/882 2-1 v EDGE)-LAMB W/SS2 P,LAM.COUNTER O/(2) LAYERS 3/4"PLY WD W/I - - SOL D SURFACE • NOSING[EASED EDGE). PLAM.FACE O/3/4" PLAM.FACE O/3/4"PART. PLAM.FACE O/3/4"PART. CONTRACTOR SHALL VERIfY G T T A-LAMB W/SS2 PR.SRO.FRONT W PLAM.FACE O/3/4" BIRD.FRONT PANEL W/VINYL VINYL FRONT PANEL W/ ALL DIMENSIONS CONDITIONS PART.BRD.FRONT EDGING(TYP.)-LAMI PANEL W/VINYL VINYL EDGING(TYP.)-LAMI SHOWN OR IMPLIED PANEL W/VINYL EDGING EDGING(TYP.)-LAMI DRAWING SCALE APPLIES TO 22°x 3a^SHEET SIZE -LAMI PLAM.FAG£O/3/4"PART. HEAVY DUTY METAL SUPPORT BRAKETS ADJ.3/4"MELAMINE 3'-0"O.C. SHELF W/VINYL REVISION DATE i0 d w BRD.FRONT PANEL W/VINYL m w p EDGING(TYP.)W/LOCK-LAMI EDGE 1 M , 3/4"MELAMINE d 3/4"MELAMINE W/ 3/4"MELAMINE W/ 3/4"MELAMINE W/ d W/VINYL EDGE w VINYL EDGE VINYL EDGE VINYL EDGE • PLAM.O/3/4"PART. PLAM.O/3/4"PART. PLAM.O/3/4"PART. BRDM-LAMI/4"PART. DR BRAWN N.CRANE "v BRD.-LAMI v BRD.-LAMI 4"BASE BRD.-LAMI CHECKED by JOB NUMBER: 12312-I&A DETAIL DETAIL 10 1L META 1 DET14L DETA1L W PROJECT 1 23 IS 16 DATE: MAY 25,2016 SCALE: I" = I'-0" a5oa a5me SCALE: I" = 1'-0" a5ma a5mb SCALE: I" = I'-& asoa a5mb SCALE: I" = I'-& a5ma A5mv SCALE: I° = I'-& a504 A506 SHEET Of A506 • C O ' NOTES: - m I."FEND CEILING GRID SHALL •7� � BE INSTALLED IN ACCORDANCE y WITH ASCE 7 SEISMIC DESIGN CATEGORY D. C 2.ACOUSTIC SUSPEND CEILING 15 TO ALSO BE INSTALLED PER MANUF.RECOMMENDATIONS. o � 3.COORDINATE MECH.GRILLES, DIFFUSERS,ETC.WITH CEILING 5 o FULL DEPTH FULL DEPTH FLOOR FINISH GRID. a w PNEUMATTICALLY PNEUMATICALLY 3/4"PART.BRD.SUB N :c PLACED FIBER PLACED FIBER FLOOR FILL INSUL. FILL INSUL. .. ,• - ., . 3/4"FLR.SHTG. " 6 MIL.V75QUEEN 2X TOP PLATE(SEE ') VAPOR BARRIER 6 MIL.V15QUEEN STRUCT.) c r) .� —-— ---- VAPOR BARRIER I � D Q c • _ —_ _—_ _ SUbP.ACOUSTIC F- - --- UNPAGED BAIT IN6UL CLG. _ EXTEND GYP.BRD. ¢I'i L ACOU6TIC CLG. TO FLOOR DECK ON �� ��� STRUCTURE GYP.BRD.PAINTED P 44 ONE SIDE TO �� AT 8'-0"A.F.F., U.O.N. 110'-0" 2 X 4 FURRING PROVIDE CONTINUOUS SPRING CLIP 2X2 ACCOUSTICAL 8" DRAFTSTOPPING COVE LIGHTING SU6P.ACOUSTIC --- ® DROP CEILING GRID CLG. _ TO FLOOR JOISTS L — (SEE 61RLICtJ APo'1STRONG,DUNE ACOUSTIC CLG. VERTICAL 5 5 y SEISMIC �b S B" 110.4. STEEL BEAM(SEE HANGER WIRE COMPK56ION W/ULAREE 6RIDUH) 77 t STRUCT.) POST COVE LIGHTING m SOFFIT SUSP.ACOUSTIC CLG. NO CEILING FINISH �n i:� u . .-- 1z' i f LAY WIRE PREfIN HED MTL d'rsy z RADIUS CORNERS, ._ ..Li SOFFIT ° ° .- S?RUCTURE SOFFIT 15 iy b rl� a 2'_0' TYP. 108 II .. 2 X 4 FURRING GRO66 TEE BRD. J � 5/8'GYP. _ PAINTED P'10„ RADIUS CORNERS, 5/S'GYP.BIRD, TYR PAINTED I' -�_� MAIN TEE 0 ` 5/6'GYP.BRD. p LIGHT FIXTURES PAINTED � I'-5 I/4" � RADIUS CORNERS, o p 0°a DETAIL 3 DETAIL 2 DETAIL SUSPENDED LAY-IN CEILING 0® MECHANICAL GRILLS SCALE: 1" = 1'-0" abmm A600 SCALE: 1" = 1'-0" Ab00 AbOo SCALE: 1" = 1'-0" Ab00 Afiw ND SCALE W J ~ Lu 0 H x ` BREAK ROOM RESTROOM STAIR WORKROOM HALLWAY SUPPLY ROOM OFFICE OFFICE STAIR Z M Q 605 BDI 105 113 112 III 110 106 105 Q rL Q ELEV.•109'O' ELEV:109'-0' U 0 • STAIR W J 608 4 S2 4 � Q Q b Q U. U. I•- ° JANITOR RESTROOM °# • S Qo 08 v ATA/COM. RESTROOM o D .. 506 Abw �. 107 �lz ALLWAY SHEET TITLE: 104 MECHANICAL1 ''��''�� nAbIW o OFFICE '� CONFERENCE HALLWAY 114 � d,fl . � u I�•11 � 103 .. a 502 ELEV..110-0„ r, • REFLECTED I, ti.§. ELEV.-8-0°A.F.F HALLWAY o RECEPTION BEAM PURRING 5 ,�1 ° ,� o 0 102 CEILING PLAN ELEV.•8-8 AFF. " ELEV.•III'•0" STORAGE p SOFFIT B04 ® ® ELEV.•109'6" WORKIROCM LOBn 11 ONTRA TOR SHALL VERIFY . p K) BY�WAI NG :. '. s '"• '�� LE .III 0 ALL D MENSIONS&CONDITIONS aa x Q E SHOWN OR IMPLIED lzi DRAWING SCALE APPLIES TO 27'X 34'SHEET SIZE d., COVERED REVISION DATE ENTRY 77,777 . ELEV.•110-0" 8 DRAWN b a; o` x I"a BY: B.LEDFORD ' a a TRAINING MANAGER COPY CHECKED • B03 OFFII E HALLWAY CONFERENCE OFFICE ROOM REFREISHMENTS B24 OB OFFICE OFFICE Ils 117 IIS NUMBER: 12312-I6A BASEMENT REFLECTED CEILING PLAN MAIN LEVEL REFLECTED GE I L ING PLAN NORTH PROJECT DATE: MAY 25,2016 SCALE: 1/6" = 1'-0" SCALE: 1/8" = I'-& 'HEM OF A600 C O ABBREVIATIONS GENERAL STRUCTURAL NOTES (G.S.N.) H _ POUNDS OR NUMBER L o ® AT A.B. ANCHOR BOLTS GENERAL STRUCTURAL AND MISC.STEEL T�e A.F.F. ABOVE FINISH FLOOR ADD'L. ADDITIONAL THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING WORK.THE ARCHITECT WIDE FLANGE SHAPES:ASTM A992,FY=50 KSI MINIMUM. APPLIC. - V _ -� APPLICABLE AND STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY.THESE STRUCTURAL DRAWINGS ARE INTENDED TO CHANNELS,ANGLES,PLATES AND BARS:ASTM A36,FY=36 KSI MINIMUM. C PRESENT SUFFICIENT DIMENSIONS TO INDICATE MAJOR PLAN SIZES AND TO LOCATE PRIMARY STRUCTURAL COMPONENTS. HOLLOW STRUCTURAL SHAPES HSS:ASTM A500,GRADE B,FY=46 KSI RECTANGULAR SECTIONS),FY=42 KSI ARCH'L. ARCHITECTURAL ( ) ( ) THE CONTRACTOR SHALL COORDINATE LOCATION Of SECONDARY ELEMENTS,WALLS,OR MEMBERS RELATED TO OTHER - " B.N. BOUNDARY NAILING (ROUND SECTIONS). DISCIPLINES.USE DETAILS MARKED"TYPICAL"WHEREVER APPLICABLE.CHANGES,OMISSIONS OR SUBSTITUTIONS ARE NOT B.O.D. BOTTOM OF DECK PIPE: ASTM A53 OR A501,FY=35 KSI MINIMUM. • BLKG. BLOCKING PERMITTED WITHOUT THE WRITTEN APPROVAL OF THE ARCHITECT AND STRUCTURAL ENGINEER.REFER TO SPECIFICATIONS BOLTS: ASTM A325 HIGH STRENGTH BOLTS(H.S.B.)UNLESS NOTED AS ASTM A307 MACHINE BOLTS(M.B.). WHERE HIGH M .o FOR FURTHER REQUIREMENTS,ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING B.M. BEAM (IBC).THE DESIGN,ADEQUACY AND SAFETY OF ERECTION BRACING,SHORING,TEMPORARY SUPPORTS,ETC.,IS THE STRENGTH BOLTS ARE USED, SHALL BE INSTALLED WITH LOAD INDICATOR DEVICES(LOAD INDICTOR WASHERS CODE 3 BON. BOTTOM ( ) SNAP-OFF HEADS). WHERE ANN OVERSIZED OR SHORT SLOTTED HOLE OCCURS IN AN OUTER PLY OF ANY CONNECTION,A .. BRNG. BEARING SOLE RESPONSIBILITY OF THE CONTRACTOR,AND HAS NOT BEEN CONSIDERED BY THE STRUCTURAL ENGINEER.THE m - CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE COMPLETION OF ALL SHEAR WALLS, HARDENED WASHER SHALL BE USED. BTWN. BEEN ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS.THE CONTRACTOR SHALL PROVIDE THE NECESSARY BRACING TO ANCHOR BOLTS(A.B.):ASTM F1554,GRADE 36 KSI.PROVIDE DOUBLE NUT FOR LEVELING AT COLUMNS OR BEAM BASE PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE ABOVE-MENTIONED COMPONENTS.OBSERVATION VISITS TO THE SITE PLATES. C.F.S. COLD FORMED STEEL N t C.J.P. COMPLETE JOINT PENETRATION BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION Of THE ABOVE ITEMS. EXPANSION BOLTS(E.B.);IN CONCRETE,HILTI"KWIK BOLT TZ"(ESR-1917)OR APPROVED EQUIVALENT. IN GROUTED L y u CL. CENTERLINE MASONRY,HILTI"KWIK BOLT 3"(ESR-1385)OR APPROVED EQUIVALENT. rn CLR. CLEAR SHOP DRAWINGS EPDXY ANCHORS:CARBON STEEL THREADED ANCHOR RODS CONFORMING TO ASTM A307 GRADE C,OR ASTM A193 GRADE o c - CMU CONCRETE MASONRY UNIT B7;OR STAINLESS STEEL THREADED ANCHOR RODS CONFORMING TO ASTM F593,ALLOY GROUP 1,TYPE 304,CONDITION .. u SHOP DRAWINGS ARE TO BE CHECKED AND APPROVED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTING TO THE CW, INSTALL RODS USING APPROPRIATE EPDXY ADHESIVE FOR THE BASE MATERIAL ACCORDING TO THE"GROUT AND ' COL COLUMN ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW. ANY REQUEST FOR MODIFICATION TO THE DRAWINGS MUST BE EPDXY ADHESIVE"SECTION ABOVE. ! Q o t CONIC. CONCRETE SUBMITTED IN WRITING. THIS MAY BE ACCOMPLISHED THROUGH THE SHOP DRAWINGS ONLY IF THE CHANGE IS CLEARLY HEADED ANCHOR STUD H.A.S. AND THREADED ANCHOR STUD T.A.S.:ASTM A108-69T,FY=50 KSI,END WELDED PER Z °CONN. CONNECTION ( ) ( ) • CONT. CONTINUOUS REPRESENTED,CLOUDED AND NOTED AS BEING A REQUESTED CHANGE REQUIRING THE STRUCTURAL ENGINEER APPROVAL. MANUFACTURER'S RECOMMENDATIONS. CHORD. COORDINATE CHANGES TO THE DRAWINGS BY WAY OF THE SHOP DRAWINGS THAT ARE NOT CLEARLY NOTED AS STATED ABOVE,DO NOT POWDER DRIVEN FASTENERS(PDF):FOR ATTACHMENT TO STRUCTURAL STEEL,HILTI"X-EDNI"(ESR-1663)OR APPROVED D.B.A. DEFORMED BAR ANCHOR CONSTITUTE AN AUTHORIZED CHANGE EVEN THOUGH THE DRAWINGS HAVE BEEN STAMPED WITH THE STRUCTURAL ENGINEER EQUIVALENT. FOR ATTACHMENT TO CONCRETE,0.145"0 HILTI"X-ZF"(ESR-1663)OR APPROVED EQUIVALENT. DBL. DOUBLE RENEW STAMP.GENERAL CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND COORDINATION OF DIMENSIONS AND DETAILS WELDING ELECTRODES OR WIRES:AWS A5.1 OR A5.5,E7OXX;AWS A5.18,E70S-X;AWS A5.20,E7XT-X. DETAIL FOR EACH SUBCONTRACTOR. OIL DEAD ERECTION AND FABRICATION IN ACCORDANCE WITH AISC"SPECIFICATIONS FOR DESIGN,FABRICATION,AND ERECTION OF D P. DEEP LOAD DESIGN LOADS STRUCTURAL STEEL FOR BUILDINGS". WELDING SHALL CONFORM TO AWS"CODE FOR ARC AND GAS WELDING IN BUILDING 5 ' NC OWLS. DOWELS CONSTRUCTION". All WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS. ALL COLUMNS AND BEAMS TO BE Q�rttTFp�o�3' i E.A. EPDXY ANCHOR FLOOR LIVE LOAD _ _ _ _ _50 PSF FROM UNSPLICED LENGTHS UNLESS NOTED OTHERWISE ON THE DRAWINGS. SUBMIT SHOP DRAWINGS SHOWING SIZES, E.B. EXPANSION BOLT OFFICE PARTITION DEAD LOAD — _ — — — — _ _15 PSF DIMENSIONS AND REQUIRED CONNECTION DETAILS FOR REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO w E.N. EDGE NAILING CORRIDOR AND STAIR LIVE LOAD _ — _ _ _ 100 PSF FABRICATION. `• _ �� E.A. EACH ROOF WE LOAD— _ — _ _ _ _ _ _ _20 PSF FIELD WELDS:WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED IN THE SHOP WHENEVER PRACTICAL AN EFFORT m p < ELEV. ELEVATION GROUND SNOW LOAD,P-— — _ _ — — _ _ _15 PSF HAS BEEN MADE TO INDICATE WELDS THAT CAN BE OR SHOULD BE FIELD WELDED.IT IS,HOWEVER,THE FABRICATORS 4r 1pt^��o u OF • E.S. EDGE SCREWING FLAT-ROOF SNOW LOAD,PF_ — _ _ _ _ _ _25 PSF RESPONSIBILITY TO DECIDE WHERE AND HOW THE WELDING IS TO BE ACCOMPLISHED TO ACHIEVE THE INTENDED RESULT. / W.EMBED. EMBEDMENT SNOW EXPOSURE FACTOR,CE— — — _ _1.0 EXIST, EXISTING IMPORTANCE FACTOR(SNOW)�_ — _ _ _1.0 WOOD a a .. EXT. EXTERIOR THERMAL FACTOR,GT — _ _ _ _ _ _ _ _1.1 F.N. FIELD NAILING BUILDING OCCUPANCY CATEGORY PER IBC _ _ _ _ _ _II GENERAL: FDN. FOUNDATION BASIC WIND SPEED _ _ 115 MPH(3 SEC GUST),EXPOSURE C ALL WOOD BEARING ON CONCRETE,IF LESS THAN 4'-0"ABOVE GRADE,SHALL BE PRESSURE TREATED DOUGL S FIR. FIN. FINISH IMPORTANCE FACTOR(WIND)6 — _ _ _ _ _ _1.0 STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES,ETC.,UNLESS SPECIFICALLY NOTED OR DETAILED. FLR. FLOOR INTERNAL PRESSURE COEFFICIENT,GcPI — _ _ _ i 0.18 SAWN LUMBER:NO.2&BETTER DOUGLS FIR-LARCH,WWPA GRADING RULES. GLU-LAMINATED MEMBERS: FrG. FRAMING IMPORTANCE FACTOR(SEISMIC) —1.0 SIMPLE SPAN BEAMS:24F-V4. FTG. FOOTING SS— _ — _ — _ _ _ _ _ _ _0.20 G.S.N. GENERAL STRUCTURAL NOTES CONTINUOUS OR CANTILEVER BEAMS:24F GA. GAUGE SITE CLASS— — — _ — _ _ _ _ _ _D 079 GLU-LAMINATED MEMBERS SHALL CONFORMM T TO THE LATEST EDITION ARC 117,"DESIGN STANDARD SPECIFICATIONS FOR CL13 GLU-LAM BEAM SDs _ _ _ _ _ _ _0.215 STRUCTURAL GLUED LAMINATED TIMBER OF SOFTWOOD SPECIES." SHOP DRAWINGS OF GLU-LAMINATED MEMBERS TO BE HA'S. HEADED ANCHOR STUD Sul— — — — — — — —0.127 SUBMITTED FOR REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION. • H.S.B. HIGH STRENGTH BOLT SEISMIC DESIGN CATEGORY — _ _ _B SHEATHING:APA RATED SHEATHING,APA RATED STURD-I-FLOOR,EXPOSURE-1,NER-108. HORIZ. HORIZONTAL SEISMIC FORCE RESISTING SYSTEM — — — — — — —LIGHT FRAMED WITH SHEATHING FRAMING ANCHORS AND CONNECTORS: "SIMPSON STRONG TIE"OR APPROVED EQUIVALENT AS INDICATED ON DRAWINGS, INFO. INFORMATION DESIGN BASE SHEAR _0.033WT(STRENGTH) INSTALL AND CONNECT PER MANUFACTURER'S REQUIREMENTS. INT. INTERIOR RESPONSE MODIFICATION FACTOR,R — — _ _ _ _ _ NAIL GUNS:ALL NAILED ROOF OR FLOOR DIAPHRAGMS AND SHEAR WALLS ARE DESIGNED USING ALLOWABLE IBC SHEAR J.A. JOIST BEARING SEE PLANS FOR SPECIAL MECHANICAL UNIT LOADING. VALUES WHICH ARE BASED ON CONVENTIONAL COMMON NAIL SIZES, USE OF PNEUMATIC NAIL GUNS OR STAPLES IS JST. JOIST ACCEPTABLE ONLY WITH ENGINEER APPROVAL OF TYPE OF FASTENER AND SPACING IN ORDER TO MEET INTENDED DESIGN K KIPS(1000 POUNDS) FOUNDATION LOADS. FOR NAILING NOT SHOWN ON DRAWINGS,USE IBC FASTENING SCHEDULE,TABLE 2304.9.1. ILL LIVE LOAD LJLH LONG LEG HORIZONTAL THE ASSUMED DESIGN ALLOWABLE SOIL BEARING PRESSURE=1500 PSF.BOTTOM OF ALL FOOTINGS TO BEAR ON FASTENERS IN CONTACT WITH PRESSURE PRESERVATIVE-TREATED(PPT)AND FIRE-REFARDANT-TREATED WOOD ARE TO BE LV LONG LEG VERTICAL COMPETENT NATIVE INORGANIC UNDISTURBED SOIL 1'-0"MIN.BELOW EXISTING GRADE OR COMPACTED STRUCTURAL FILL. HOT-DIPPED GALVANIZED STEEL,STAINLESS STEEL,SILICON BRONZE OR COPPER. CONNECTIONS SHOULD NOT W 0 LSL LAMINATED STRAND LUMBER INCORPORATE DISSIMILAR METALS OR METALLIC COATINGS IN CONTACT WITH EACH OTHER. PRODUCTS IN WHICH THE EXTEND ALL EXTERIOR FOOTINGS 24"MINIMUM BELOW FINISHED GRADE. NO FOOTING SHALL BEAR HIGHER THAN A 1 M.A.LVLLAMINATED VENEER LUMBER COATINGS HAVE BEEN DAMAGED OR COMPROMISED DURING SHIPPING,STORAGE OR INSTALLATION SHOULD BE DISCARDED ~ M.A MACHINE BOLT VERTICAL TO 1.5 HORIZONTAL SLOPE ABOVE ANY EXCAVATION,EXISTING OR PLANNED. CONTRACTOR SHALL PROVIDE U MAS. MASONRY TEMPORARY SHORING TO PREVENT MOVEMENT OF WALLS IF BACKFILL IS PLACED BEFORE FLOOR SYSTEM IS IN PLACE. OR OTHERWISE EFFECTIVELY RESTORED(IBC SECTION 2304.9.5,IRC SECTION R319.3). Z Q • THERE SHALL BE 95%COMPACTION(ASTM D1557 MODIFIED PROCTOR DENSITY)OF ALL BACKFILL SOIL UNDER SLABS ON U. MEC MECHANICAL GRADE. PREFABRICATED WOOD TRUSSES Q H'L MFR. MANUFACTURER CAST-IN-PUCE CONCRETE MAXIMUM TRUSS SPACING:24"O.C. U O MIN. MINIMUM TRUSS LOADING UNLESS NOTED OTHERWISE ON DRAWINGS: w V) Vj MISC. MISCELLANEOUS ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS: LIJ J J N.T.S. NOT TO SCALE * 3000 PSI---FOOTINGS AND INTERIOR SLABS ON GRADE. TOP CHORD SNOW LOAD=25 PSF. •J J NO. NUMBER * 4000 PSI---EXPOSED CONIC.SLABS,FOUNDATION WALLS,COLUMNS,AND BEAMS.(2500 PSI USED FOR DESIGN). TOP CHORD DUD LOAD=9 PSF. O.H. OPPOSITE HAND ER MAXIMUM SLUMP:3"FOR SLABS AND FOOTINGS;4"FOR WALLS,COLUMNS AND BEAMS. BOTTOM CHORD LIVE LOAD=10 PSF. Q LL � O.W.S.J. OPEN WEB STEEL JOIST CONSTRUCTION TO BE IN ACCORDANCE WITH ACI 318-11 (R-11),"CHAPTER 3 FOR STANDARDS FOR TESTS&MATERIALS, BOTTOM CHORD DEAD LOAD=9 PSF. • OPNG. OPENING CHAPTERS 4,5,6&7 FOR CONSTRUCTION REQUIREMENTS".REFER TO ACI 302AR-04 FOR SLAB ON GRADE MIX NOTE:LIVE LOADS ARE NOT CONCURRENT. N� P.D.F POWDER DRIVEN FASTENER DESIGN. LOCATION OF CONSTRUCTION OR POUR JOINTS MUST BE APPROVED BY THE ARCHITECT AND STRUCTURAL w _ 3 P.T. PRESSURE TREATED ENGINEER IF DIFFERENT FROM THAT SHOWN ON PLANS. TRUSSES TO BE FABRICATED BY A CERTIFIED MEMBER OF THE TRUSS PLATE INSTITUTE. DESIGN FABRICATION AND • PERP. PERPENDICULAR ERECTION TO CONFORM TO THE TRUSS PLATE INSTITUTE STANDARDS. CONNECTOR PLATES SHALL HAVE ICC-ES C U. ~ ~' PL. PLATE REINFORCING STEEL ACCEPTANCE.ALL CHORD MEMBERS SHALL HAVE LUMBER GRADE STAMPS;ALL WEB MEMBERS SHALL GRADE STAMPS OR PLF POUNDS PER LINEAR FOOT ALL WEB MEMBERS,FOR GIVEN TRUSS,SHALL BE MADE FROM THE SAME LUMBER GRADE WITH AT LEAST 50%OF THE d PSF POUNDS PER SQUARE FOOT WELDED WIRE REINFORCING:ASTM A82 AND A185. WEB MEMBERS BEARING A GRADE STAMP. TRUSS DESIGNS AND ERECTION PLANS SHALL BE BY A PROFESSIONAL PSI POUNDS PER SQUARE INCH DEFORMED BARS:ASTM A615,GRADE 40 FOR#3;GRADE 60 FOR#4&LARGER;ASTM A706 FOR WELDED CONDITIONS. ENGINEER REGISTERED IN THE STATE OF IDAHO. SHEET TITLE: PSL PARALLAM LAP SPLICES: ERECTION PLANS SHALL SHOW TRUSS SPACING,TRUSS MARK NUMBERS(CORRESPONDING TO THE DESIGN CALCULATIONS), PT. POINT * CONCRETE: 40-BAR DIA,TYPICAL UNLESS NOTED OTHERWISE. CONCENTRATED LOADS,PERMANENT BRACING/BRIDGING AS REQUIRED BY THE TRUSS DESIGN AND ERECTION BRACING. REINF. REINFORCING SHOP DRAWINGS SHALL INCLUDE,FOR EACH TYPE OF TRUSS,DIMENSIONS AND CONFIGURATIONS,NOMINAL LUMBER SIZE REQ'D. REQUIRED WELDED WIRE FABRIC SPLICES:WIRE SPACING+2". GENERAL � AND GRADE,SPECIFICATIONS FOR CONNECTOR PLATES USED,SIZE AND LOCATION OF EACH CONNECTOR AT EACH JOINT SCHED. SCHEDULE CONCRETE COVER: AND AMOUNT OR CAMBER IF REQUIRED. DESIGN CALCULATIONS,SHOP DRAWINGS AND ERECTION PLANS SHALL BE SHE SHEET UNLESS OTHERWISE NOTED ON THESE DRAWINGS,UTILIZE THE FOLLOWING CLEAR EMBEDMENT AT REINFORCING BARS SUBMITTED FOR RENEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION. STRUCTURAL SHTG. SHEATHING VALUES FOR CAST-IN-PLACE,NON-PRE-STRESSED CONCRETE TYPICALLY: SIM. SIMILAR PROPRIETARY PRODUCTS • S.J. SLAB JOINT CONCRETE CAST AGAINST SOIL=3". NOTES SPECS. SPECIFICATIONS FORMED CONCRETE EXPOSED TO EARTH OR WEATHER=2"(#6 OR GREATER) PRE-MANUFACTURED WOOD I-JOISTS,BEAMS,AND TRUSSES SHALL HAVE ICC-ES ACCEPTANCE,AND BE OF THE SAME SQ. SQUARE FORMED CONCRETE EXPOSED TO EARTH OR WEATHER=1-1/2"(#5 OR LESS) DEPTHS AND SPACING AS NOTED ON THE FRAMING PLANS.THE DESIGN LOAD CARRYING CAPACITIES OF THE PRODUCTS STAGG. STAGGERED CONCRETE NOT EXPOSED TO EARTH OR WEATHER=3/4"(SLABS,WALLS&JOISTS) SUPPLIED MUST BE EQUAL TO OR GREATER THAN THE MANUFACTURER'S PUBLISHED LOAD TABLES. INSTALL THE PRODUCT STD. STANDARD CONCRETE NOT EXPOSED TO EARTH OR WEATHER=1-1 2 BEAMS&COLUMNS PER MANUFACTURER'S RECOMMENDATIONS. SUBMIT SHOP DRAWINGS OF LAYOUT AND REQUIRED CONNECTION DETAILS FOR STIFF. STIFFENER /"( ) STL. STEEL SLAB ON GRADE= 1-1/2". REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION. a TAS. THREADED ANCHOR STUD DEFERRED SUBMITTAL ITEMS T.N. TOE NAIL CONTRACTOR SHALL VERIFY T.O.F. TOP OF FOOTING USE ONLY A706 STEEL FOR ALL WELDED REINFORCING. SECURELY TIE ALL REINFORCING N PUCE WITH DOUBLE ALL DIMENSIONS8 CONDITIONS T.O.M. TOP OF MASONRY ANNEALED 16-GAUGE IRON WIRE OR APPROVED CLIPS. SUBMIT SHOP DRAWINGS OF REINFORCING STEEL FOR REVIEW BY DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR SHOWNNS&CONDITIONS T.O.S. TOP OF STEEL THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION. REVIEW.DEFERRED SUBMITTAL ITEMS INCLUDE: PLIED TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE GROUT AND EPDXY ADHESIVES * PRE-MANUFACTURED WOOD TRUSSES DRAWING SCALE APPLIES ro • THESE ITEMS SHALL NOT BE INSTALLED UNTIL THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN:1 REVIEWED AND BEEN 2Z'X34"SHEET SIZE VERT. VERTICAL FOUND TO BE IN GENERAL CONFORMANCE WITH THE BUILDING DESIGN BY THE ARCHITECT AND STRUCTURAL ENGINEER, V.I.F. VERIFY IN FIELD NON-SHRINK GROUT: "MASTERFLOW 928"AS MANUFACTURED BY BASF BUILDING SYSTEMS OR APPROVED EQUIVALENT. REVIsioN DATE a W.F. WIDE FLANGE(BEAM) EPDXY ADHESIVES: AND 2)APPROVED BY THE BUILDING OFFICIAL. W.P. WORK POINT ' FOR INSTALLATION IN CONCRETE: SIMPSON°SET-XP°(ESR-2508) W/ WITH SPECIAL STRUCTURAL INSPECTIONS W/0 WITHOUT THE OWNER SHALL EMPLOY A SPECIAL INSPECTION SERVICE TO PERFORM INSPECTIONS IN ACCORDANCE WITH CHAPTER 17 W WOOD OF THE 2012 INTERNATIONAL BUILDING CODE. INSPECTION REPORTS FOR THE ITEMS LISTED IN THE"SPECIAL INSPECTION i2 W..W.R. WELDED WIRE REINF. SCHEDULE"SHALL BE FURNISHED TO THE STRUCTURAL ENGINEER OF RECORD IN A TIMELY MANNER. INSPECTION DR + g REPORTS SHALL INDICATE THAT WORK INSPECTED WAS DONE IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS. �.�\ BYAwN G.V. DISCREPANCIES THAT ARE NOT CORRECTED SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER OF tII RECORD PRIOR TO THE COMPLETION OF THAT PHASE OF THE WORK, A FINAL REPORT DOCUMENTING THE REQUIRED J CHECKED SPECIAL INSPECTIONS AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED TO THE L J BY: C.H. • OWNER AND STRUCTURAL ENGINEER OF RECORD,SEE S002 FOR SPECIAL INSPECTIONS TABLE. AIJj ILNGINEERS, PC JOB STRUCTURAL CONSULTANTS NUMBER: 12312-I&A 5418 N.HAGLF.RD.#140 Q BOISF.,IDAHO 83713 PROJECT (20B)323-0199 DATE MAY 16,2016 PROJECT# 16065.00 SlwlCNIwLOFfAnS,WDCONCFPtS SHEET OF COPYIUGFR®OFAPiJ F.NGINEENS,P.G JCool � � C SPECIAL INSPECTION REQUIREMENTS FOOTING SCHEDULE N - INSPECTION MARK SIZE REINFORCING COMMENTS L $ SYSTEM OR MATERIAL IBC CODE CODE OR STANDARD FREQUENCY REMARKS Ft P-4'z 12°DP. (2)g5 CONT. CENTER ON WALL ^ REFERENCE REFERENCE CONTINUOUS PERIODIC H SOILS F2 2'-0'x 12"DP. (2)g5 CONT. CENTER ON WALL H a VERIFY FOOTING BEARING CAPACITY AND X f3 2'-9"x 12"DP. (3)#5 CONT. CENTER ON WALL C ' SUBGRADE PREPARATION FOR FILLS - N FILL MATERIAL VERIFICATION X Q m F4 4'-0°x 12°DP. (4)#5 CONT. e m FILL PLACEMENT&COMPACTION X o (7)g5 D.C. .W/ o VERIFY MATERIALS BELOW SHALLOW TABLE 1704.7 FS 6'-9°x 14°DP. o 5 AT 10" ..TRANVERSE FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE X _v `o DESIGN BEARING CAPACITY F6 9'-2"x 14"DP. T9)0 D.C.5 CONT..W/ERSE N o VERIFY EXCAVATIONS ARE EXTENDED TO N5 A PROPER DEPTH AND HAVE REACHED PROPER X MATERIAL 4'-4°SQ.x 12'DP. (5)#5 EA.WAY >✓ m ❑ a VERIFY USE OF PROPER MATERIALS,DENSITIES AND LIFT THICKNESS DURING PLACEMENT AND X •% o 0 u COMPACTION OF COMPACTED FILL o•x u .� e f TABLE 1704.7 PRIOR PLACEMENT #5 AT 10"EA.WAY COMPACTED FILL, F10 12"DP.FTG.PER PLAN - $ OBSERVEE SUBGRADE ANDD VERIFY THAT SITE X TOP AND BOT. HAS BEEN PREPARED PROPERLY o a CONCRETE Ado • 1 X 704.4 REINFORCING STEEL PLACEMENT (/ 1907.5 ACI 318:3.5 TOLERANCES AND REINFORCING PLACEMENT PER ACI 7.5; ` ' 1913.4 ACI 318:7.1-7.7 SPACING LIMITS FOR REINFORCING ACI 7.6 1901.4.2 CONCRETE WALL/COLUMN SCHEDULE tp3tTe N s VERIFICATION OF FORMWORK TABLE 1704.4 ACI 318:6.1.1 X SPECIAL INSPECTIONS APPLY TO SHAPE,LOCATION AND 1906.1 DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED MARK SIZE REINFORCEMENT 4 POST INSTALLED CONCRETE ANCHORS #5 VERT.AT 12"O.C.W/2"CLR. m SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT NAME, CWl B"WIDE W/#4 HORIZ.AT 12"O.C. M'� y� a INSPECTION OF ANCHORS INSTALLED IN ICC EVALUATION REPORT TYPE,AND DIMENSIONS,HOLE DIMENSIONS,COMPLIANCE WITH 2"CLR.FROM INSIDE FACE OF WALL ,-1 TF pF YpP� z HARDENED CONCRETE 1912.1 ACI 318:3.8.6,8.1.3, X DRILL BIT REQUIREMENTS,CLEANLINESS OF THE HOLE AND N5 VERT.AT 6"O.C.W/2"CLR. 21.1.8 ANCHOR,ADHESIVE EXPIRATION DATE,ANCHOR/ADHESIVE CW2 8"WIDE W/14 HORIZ.AT 12"O.C. INSTALLATION,ANCHOR EMBEDMENT,AND TIGHTENING TORQUE 2"CLR.FROM SOIL SIDE OF WALL • FABRICATORS 8)#5 VERT. EA.FACE SPECIAL INSPECTIONS APPLY TO VERIFICATION OF DETAILED 1 1 C RET L N (3) TOP 5° 10°O.C. FABRICATION AND QUALITY CONTROL PROCEDURES INCLUDING FABRICATORS 770�,2 X REVIEW FOR COMPLETENESS AND ADEQUACY RELATIVE TO THE (8)#5 VERT.(I.E.(3)EA.FACE)W/ CODE REQUIREMENTS. CC2 18"X18"CONCRETE COLUMN (3)/3❑&0TIES IN TOP 5'THEN AT 10"O.C. STEEL FABRICATION OF STRUCTURAL ELEMENTS 1 1704.2 1 1 X IREFER TO INSPECTION OF FABRICATOR REQUIREMENTS 1 ASTM STANDARDS 1.MATERIAL VERIFICATION OF HIGH STRENGTH SPECIFIED IN BOLTS,NUTS AND WASHERS 1704.3.3 CONSTRUCTION X MANUFACTURER'S CERTIFIED TEST REPORTS COLUMN SCHEDULE DOCUMENTS • RCSC 2.1 ` 3.INSPECTION OF HIGH STRENGTH BOLTING: MARK SIZE COMMENTS A)SNUG-TIGHT HIGH STRENGTH BOLT RCSC SPECIFICATION 46"x10"x10'BASE PLATE W/ X ALL CONNECTIONS INSPECTED AND VERIFIED SNUG ElHSS4z4x3{e (4) °DMU.N.EMBED ANCHOR BOLTS INSTALLATION FOR STRUCTURAL JOINTS U.N.O.PER PLAN W B)PRETENSIONED HIGH STRENGTH BOLT USING ASTM A325 OR INSTALLATION USING TURN-OF-THE-NUFF TABLE 1704.3 A490 BOLTS SECTION 9 ALL CONNECTIONS INSPECTED,CONNECTIONS USING DIRECT S6x6x)fg °12"%12' E W/ 4)�"D D ANCH METHOD WITH MATCH MARKING,DIRECT TENSION X TENSION INDICATORS,ALL BOLTS SHALL BE INSPECTED AFTERW INDICATOR METHOD,OR TWIST-OFF TYPE AISC 0. SNUGGING AND AFTER PRETENSIONING SECTION 6z6 D.F. POST BUILT INTO THE WALL C3 ~ U TENSION CONTROL BOLT METHOD Z Q 5.MATERIAL VERIFICATION OF WELD FILLER RISC 360 A3.5 Q W Q METALS 1704.3.1 APPLICABLE AWS A5 X MANUFACTURER'S CERTIFIED TEST REPORTS DOCUMENTS U 0 6.VERIFYING USE OF PROPER WPS'S X COPY OF WELDING PROCEDURE SPECIFICATIONS WALL SCHEDULE J 7.VERIFYING WELDER QUALIFICATIONS X COPY OF QUALIFICATION CARDS MARK STUD SIZE STUD SPACING CW J J 8.INSPECTION OF WELDING ` Q Q a.Structural steel and cold-formed steel deck: Q W ILL. 5)SINGLE PASS FILLET WELDS LESS THAN OR W1 2z6 AT 16"O.C. H Z Z EQUAL TO 5/16' X H WOOD W2 2z4 AT 16'O.C. 3 FABRICATION OF PREFABRICATED STRUCTURAL W ~ ~ ELEMENTS 1704.2 X REFER TO INSPECTION OF FABRICATOR REQUIREMENTS M FOR'1W1"TYPE WALL IT IS ACCEPTABLE TO USE IX"x%"1.3E I FOR 2x6 IF FULL • WOOD-SEISMIC RESISTANCE HEIGHT 2x6 STUDS ARE NOT AVAILABLE. ` CONNECTIONS FOR DIAPHRAGM CHORDS, SHEET TITLE: COLLECTORS, AND BRACING, HOLD AND SHEARSHEAR WALL X ALL CONNECTIONS VISUALLY INSPECTED G 0 Z w3 SPECIAL INSPECTION IS NOT REQUIRED WHEN FASTENER FASTENING OF DIAPHRAGM AND SHEAR WALL X SPACING IS GREATER THAN 4"ON CENTER FOR WOOD SHEAR SPECIAL SHEATHING WITH EDGE NAILING<=4° COMPONENTDIAPHRAGMS, IN THE SEISMIC FORCE-RESISTING HSYSTEM HEADER SCHEDULE INSPECTIONS, OPENING WIDTH HEADER SIZE TRIMMER STUD(S) KING STUD(S) SILL UNDER WINDOW TABLES AND 0'-0"TO 4'-0" (2)2xB (1)2x6 (1)2x6 (1)2x6 SCHEDULES 4'-1"TO 6'-0" (3)2x8 (1)2x6 (1)2x6 (2)2x6 E 6'-1°TO 8'-4" (3)2z12 (1)2x6 (2)2x6 (1)2x6 a H1 (3)1Y4"LVL%•1.9E (2)2x6 (2)2x6 (2)2x6 O LL VERIFY () () /() () /() () CONTRACTOR&CONDITIONS H2 2 2%10 1 2x6 2 2x4 1 2x6 2 2x4 1 2x6 ALL DIMENSIONS I CONDITIONS SHOWN OR IMPLIED 0 (3) 1%"z9Vt"1.9E H3 LVL (1)2x6 (1)2%6 (1)2%6 DRAWING SCALE APPLIES TO 8 (3)2x4 (1)2x6 (1)2%6 (1)2%6 22"X 34"SHEET SIZE A REVISION DATE • NOTES: 1.FOR LAYOUT SEE DET.B/S401. 2.COMPARE TRIMMER STUD(S)TO HOLD DOWN STUD(S)REQ'D.LARGER SIZE GOVERNS. DRAWN BY: G.V. BY CHECKED rIJ4. 4 AHJ ENGINEERS, PC JOB STRUCTUFULCONSULTANTS NUMBER: 12312-16A 5418 N.RA(:T.R.RD.#140 BOLSR,TDAITO 83713 PROJECT (208)323-0199 DATE: MAY 16,2016 PROJECT# 16065.00 81R(x Ai.DR.TMSAND[DN(P.PIS SHEET OF S002 T.D%'RIGR�GP AHJ fiNGMFFx$PC 86'-0" N 41'-bt° 6 44'-ik" , T.O.F. 5200 SIM PLAN NOTES _ - 88-4° � F6 CW2 N r 1. FOR GENERAL STRUCTURAL NOTES(G.S.N.),SEE SHEET S001. N � s � 1Y4"X14"1.3 E LSL STAIR 2. THE DIMENSIONS SHOWN HERE APPLY TO STRUCTURAL ELEMENTS ONLY STRINGERS AT 16"O.C. SEE ARCHITECTURAL PLANS FOR ANY DIMENSIONS NOT NOTED. _ o 6 CW2 T.O.F. N T.O.F. 6 I 3. FOR PIPE PENETRATION THRU WALL SEE 2/5200. . 98'-0" 5200 UP 1 5200 SIM 1'-10" SIM 12 �--- CW1 CW2 IL 4. T.OF. DENOTES ELEVATION. - m F4 F5 " 98'-0" T.O.F.=TOP OF FOOTING d — — — — — _ — 5. W1 DENOTES WALL MARK NUMBER.SEE WALL SCHEDULE S002. o .. 200 CW2 � �r- — — — — — — — — — — — — — — — — — — — — — .. F5 C1 DENOTES COLUMN MARK NUMBER.SEE WALL SCHED.SO02. ■ t 3' r 6 CW1 DENOTES CONCRETE WALL.SEE WALL SCHEDULE S002. = 3` MATCH AND LAP HORIZ.REINF. I I 9 w2 UP + u' S200 SIM 6. S S DENOTES STEP IN FOOTING,PER DETAIL 4/S200. DRAIN PER ARCH'L. I s AND EPDXY INTO BASEMENT I 5200 — — — >✓ m g WALL W/5"EMBED I ] C o m — — - - r — ^ v II 6 I I I I 7 W2 I I S200 TYP W2 T.O.F. z E 5200 lYP 7 5200 TYP 88-4° I' W1 $zDD I I I W, S11,30 $200 TYP 8 - I IL,, F2 TYP I I I G1fTd O a � — - - - �— - - L — J L - - -- 6 .4 - - - - — - - - - - - - �Q 1 - - - — TYPrFOF ",�w z s2oo 5'-2" 15'-tOVZ" I I 8" 7)1i W. 16'-7Y2" 25'-04" rcw- F3' III T.O.F. 8'-D' I T.O.F. I I LCC1 , C2 CC1 J Ft0 I , �� F9 F8 / FIN.FLR.ELEV.=B8'-8" J I I L W II � — Fj Lu _ 1'—n" 110" s401 TYP � I I Z � Q 4°CONC.STAB ON GRADE Q LL. Q W/"FIBER-MESH 300"1.5 I I AT BUMP-OUT,REFER TO ARCML. Ibs PER CUBIC YARD. FOR DIMENSIONS AND PROVIDE#5 U 0 VERT.AT 12"O.C.EA.FACE AND Ing H vi W1 W S #4 HORIZ.AT 12"O.C.EA FACE J J T.O.F. I L Q U. U- 88-0 LF81 SJ SJ II a �- CC1 � 10 - DENOTES SLAB JOINT, 5200 SPACE PER 1/S200 1 I SHEET TITLE: Li TYP.U.N.O. " S J S J Ll J I � y I I m J I FOUNDATION PLAN 1 I / CW1 T.O.F. nn T.O.F. I I I 6 VERIFY CONTRAC OR SHALL -' ALL DMENSIN8 CONDITIONS SHOWONR IMPLIED I ry u J JI CWl AWING SCALEEST 5200 22"X34"SHEET ET SIZE �— Z — — — — — — REVISION DATE MATCH AND LAP HORIZ.REINF. F4 F — — — — — 2 AND EPDXY INTO BASEMENT CW1 AT BUMP-OUT,REFER TO ARCH'L. " e WALL W/5"EMBED 6 T.O.F. n T.O.F. FOR DIMENSIONS AND PROVIDE5 2 88,-4° 5200 TYP VERT.AT 12"O.C.EA FACE AND 88'-4" y AWN#4 HORIZ.AT 12"O.C.EA.FACE BY: G.V. 14'_8• 29-81i" 23'-7Y" 2'-4' 8'-4' 4'-8" 5'-8" 4" /� I'�R� CHECKED 3 I/-J�' �1-\I\JI BY: C.H. 89'-4" AHJ ENGINEERS, PC JOB S'1'AUCFURAL CONSULTANTS NUMBER: 12312-16A 8 5418 N.FAG ItO.#140 Bold+,IT)AFIU83713 PROJECT FOUNDATION PLAN PROJECT DATE: MAY 16,2016 . PRO ELD # 16065.00 s9xxuGrunncoFfwBMADcaN;HPC SHEET of 1/4"=1 FTT camuuxr®ornxl ewemeF:xgrc Q l oo NORTH J C 4 PLAN NOTES 0 S300 IN 1. FOR GENERAL STRUCTURAL NOTES y (G.S.N.),SEE SHEET S001. S 2. THE DIMENSIONS SHOWN HERE APPLY TO e STHD10 1 IM _ STRUCTURAL ELEMENTS ONLY R - T.O.F. S401 T.O.F. 12 SEE ARCHITECTURAL PLANS FOR ANY R _F I • 9.O.F. TYP W1 98'-0° 4 3 5200 3 DIMENSIONS NOT NOTED. f— — — — — — — F200 5300 TY DN 14°TJI 360 5300 SIM 5300 SIM 3. W1 DENOTES WALL MARK 8 R CB1 P 1 NUMBER.SEE WALL SCHEDULE S002. v C1 DENOTES COLUMN MARK NUMBER. 8 m SEE COLUMN SCHEDULE 5002. .o MATCH AND LAP HORIZ.REINF. _ - 1 -- r3A DENOTES FOOTING MARK NUMBER. r { 11 SEE FOOTING SCHEDULE 5002. ; o fA -_.12 12 11 STHD14 5300 SIM AND EPDXY INTO BASEMENT T Lm DIN S400 5400 4. DENOTES WOOD SHEAR WALL TYPE. N o 1 I WALL W/5"EMBED ( S300 5300 SEE SHEAR WALL SCHED.3/5401. >_ y u S401 ( H2 5. FLOOR DECK m a _. _ 23/32"APA RATED SHTG.48/24 T&G SUB-FLOOR.(EXTERIOR) p �, II AT F OOR - NAILING:10d AT 6"O.C.ALL PANEL EDGES 10d AT 12"O.C.AT L `o c 12 _ I, __ ___ INTERMEDIATE SUPPORTS.STAGGER PANEL JOINTS. S300 -- - UNDER Y4"FINISH PER ARCH'L. C a r 5 = "TJI 360 AT 18"O.C. < i FIN.FIR.ELEV. 100'-0" 14 ( ......, _..r _ _ 6. STHD10 DENOTES HOLD DOWN STRAP W/(2)12 a 2Wx6 HOLD DOWN STUDS.NAIL TOGETHER -_ ._._ — OF 16d AT 8 O.C. I S300 14°TJI 360 AT 18°D.C. i /(2)ROWS 1Y x14°1.3 E LSL AIR " 7. DENOTES HEADER PER 10 ING SAT 16" C. i f zo : 5300 HEADER SCHEDULE ON SHEET 5002. 1.9E LVl I ...., — — - NP @tG1tTd o Q H4 H3 (2) 1�"x14" B. CB1 DENOTES CONCRETE BEAM(TOP AND H3 H3 _ BOTTOM)BUILT INTO THE BASEMENT WALL P W/(2)M5 HORIZ.EXTENDING 2'-0" LQ a BEYOND OPENING W/2"CLR.FROM THE ' @ z 4"CONC.SLAB ON GRADE 12 _ _ — — — — BOTTOM AND TOP OF THE OPENING.THE ,rF pp tOP�y W/"FIBER-MESH 300"1.5 5400 _ BEAM SHALL BE MIN.OF 16"DEEP MIN. W. Ibs PER CUBIC YARD. SIM — PROVIDE(2) 5 VERT.JAMB STL.ON EA.SIDE < p 4 4 9. S S DENOTES STEP IN FIG.SEE DET.4/S200. '--- 5400 5400 1 14°TJI 60 AT 16"O.C.. _ =- • 1 IM S401 lYP W1 o c g — -- -- o� S300 I 9 _._..._ 2 — — I TYP 5 S300 Wt 5300 / W1 S300 -- --- -- — — F2 F-wilI I I I I �� I ..... .... .� W21z44 W16x31ff L ... • I I — 5402 1-0. lJL 5 STHD 14 i uj tTYP ($> ZU x TYP 3 11 FIN.FLR.ELEV.= 100'-0° — ---- — -- -- -- — LL Q STHD10 TYP S402 Q U. - . �.. U 0 14"TJI 360 AT 16"O.C. — — —I Lu J J • SJ SJ 0 ~ DENOTES SLAB JOINT, � i- � � AT BUMP-OUT,REFER TO VIDE#. 9 SPACE PER 1/5200 9 ? Z FOR DIMENSIONS AND PROVIDED 5200 TYP W/4x6 HOLD DOWN POST """I G 3 3 VERT.AT 12"O.C.EA.FACE AND TYP I TYP.U.N.O. 5300 5 i 4 HORIZ.AT 12"O.C.EA.FACE -S J ---N-S J _- W16x26 S3U0 W/SB:¢x24"SIMPSON A B. HDQB I-- 3 2 O ::::. ':::.::1 ----- ... _..... W21 x44' --- --..... .... .......-. li 5300 I - 8 .✓ I I I � i 5300 --- SHEET TITLE: ! 14"TJI 360 AT 16"O.C. FLOOR FRAMING - - -- PLAN S401 I 3A � 5300 TYP L MATCH AND LAP HORIZ REINF. a AND EPDXY INTO BASEMENT , STHD14 WALL W/5"EMBED STHD14 TRACTOR SHALL VERIFY ALL DIIMENSIONS&CONDITIONS TYR 4 SIDES SHOWN OR IMPLIED e +� I. -- W1 __,.,_ r DRAWING SCALE APPLIES TO L I TE FF 2T'X34"SHEET SIZE REVISION DATE �L Awl �1 5300 S401 TYP $ T.O.F. TYl T.O.F. o� • ;2 98,-0" 98'-0" T.O.F. 0 li 98,-0" DRAWN AT BUMP-OUT,REFER TO VIDEARCH'L. AT BUMP-OUT,REFER R ARCH-L. #5 CH G.V. LL FOR DIMENSIONS AND PROVIDES FOR DIMENSIONS AND PROVIDE#5 CHECKED m VERT.AT 12"O.C.EA.FACE AND VERT.AT 12"O.C.EA.FACE AND BY: G.H. F #4 HORIZ.AT 12°O.C.EA.FACE #4 HORIZ.AT 12"O.C.EAL FACE AHJ ENGINEERS, PC; JOB STRUCTURAI.GONS[1LTANTS NUMBER: I2312-IbA 5418 N.EAC I.E RD.#140 E BOISE,IDAHO 83713 PROJECT I < (208)323-0199 DATE: MAY 16,2016 FLOOR FRAMING PLANT PROJECT# 16065.00 STRUMIALO1/4"=1 FT mmuc cormljmGNE,pc SHEET �+ OF NORTH S 1 O 1 '• d C PLAN NOTES O _ 1. FOR GENERAL STRUCTURAL NOTES(G.S.N.),SEE SHEET SOOT. (n 2. THE DIMENSIONS SHOWN HERE APPLY TO STRUCTURAL ELEMENTS ONLY L o 0 SEE ARCHITECTURAL PLANS FOR ANY DIMENSIONS NOT NOTED, T.O.P. 3 T.O.P. � - 115'-0" 3. DENOTES WOOD HEADER,PER DETAIL S002.TYP - 4. MULTIPLY TRUSSES NOTED AS"DRAG TRUSS"ARE TO BE _ DESIGNED TO DELIVER A FORCE EQUAL TO D+S=2.OK TO C THE ROOF SHEATHING,SEE DETAIL 6/S402. ' - 5. ROOF SUPPORTED MECHL.UNIT W/OPERATING WEIGHT. Q m ! < rn _ PROVIDE DOUBLE JOISTS AT EACH END OF UNIT AND j j ( 635 FULL DEPTH BLOCKING BETWEEN MAIN FRAMING T.O.W UNDER MECH'L.UNIT CURB.COORD.EXACT LOCATION, 0 3 111'-6;' j 11.O6" SIZE AND NUMBER OF DECK PENETRATIONS W/MECH'L. • y a o 6. T.O.W. DENOTES ELEVATION. I I I I — ---- _--- - 1226'-0� B.O.D.=BOTTOM OF DECK J.B. =JOIST BEARING r o f T.O.B.-TOP OF BEAM v c 'I ! T.O.S.-TOP OF STEEL I i ! - T.O.W.=TOP OF WALL (D f T.O.P.=TOP OF PARAPET `- Q c 7. 1 INDICATES EXTENT OF SNOW DRIFT FOR ROOF EDGES Ee Q J BLOCKING __- _ SHOWN.FOR DRIFT LOADS AND PROFILE SEE PLAN NOTE 8. E; E BLOCKING ! PER 1/5400 I, PER 1 S400 ,,, / I I I - a I II 8. B I, 635# i I '1 635� I -- - - I A --. .L- ADDITIONAL SNOW DRIFT HC • __ ! -_ PRE-MFR.MONO SLOPE WOOD TRUSSES AT 24"D.0 I II I 1 4 ED m s400 �j t TYP N F R N 0 P R 5001. ^q 4°a u i 635 .............. ---- - rF OP I0V'�y z W. I JOIST PER PLAN PARAPET WALL ! ADDITIONAL ROOF SNOW LOAD FROM DRIFTING SNOW 13 �4e SNOW DRIFT SCHEDULE 6 s400 iYP s400 — I L s400 s4o1 sIM (3)IY4`08"1.9E LVL MARK�{ MAX DRIFT LOAD EXTENT Of DRIFT - _ 3 1�°x 8'1.9E LVL — FL _ O1 20 PSF 8'-3" ' 2 I 5 5400 -- S400 5400 : 5401I� _ __ __ Oy TES !111'-6" IM 1. THESE SNOW LOADS ARE IN ADDITION TO REGULAR SNOW LOADING. W 9 BLOCK AND STRAP W/'CS14'COIL S400 1YP ..-.1 /J 2. JOIST MFR.TO INCORPORATE THESE ADA.LOADS INTO THEIR DESIGN. J T.O.W. li STRAP,FILL EVERY OTHER NAIL - -- ~ W O ! HOLE,ALIGN W/STUD ON EA, 9. F DECK U 1 ! / 19/32"APA RATED SHEATHING 40/20.(EXTERIOR) SIDE OF CANOPY CONNECTION T;.P .O. Z LL S40o NAILING:tOd AT 6"O.C.ALL PANEL EDGES. TYP �� H115 0" 10d AT 12"O.C.AT INTERMEDIATE SUPPORTS. Q W Q U O 11 STAGGER PANEL JOINTS W/(1)'PSCL'CUP PER BAY. — 1 / 0 V) SIM 5401 W J ' I I �. .� J (! ! PRE-MFR.MONO SLOPE WOOD TRUSSES AT 24 O.C. J r J U Q -.. T.0 W. W BLOCK AND ! 1 N Z Z STRAP W/'CS14'COIL j 'I,, S400 SIM 111 6 STRAP,FILL EVERY OTHER NAIL HOLE w 115-0 /STUD ON SIDE BLOCK ML H F / o AND STRAP W/'CS14'COIL -- w a STRAP,FILL EVERY OTHER NAIL HOLE, LIG ..... -_._- .O,P .0 SHEET TITLE: CANOPY CONNECTION PER 1 i400 ! ! ALIGN W/STUD ON EA.SIDE OF 1 Nip CANOPY CONNECTION PER 1/5402 It18 s N -- 14''0"TYP. i . I I ROOF PREFAB CANOPIES PER ARCH'L. j1 s TYP.SEE DET.1/S402 FOR FRAMING N j CONNECTION TO STRUCTURE liper PLAN I � ;'I � I I. � � I I� T.O.P. -- = o I Q e � I- : T.O.P. I I II 115-0" T.O.W. j 115'-0" T.O.W. S401 - -- - - — -- ALL DIMENSIONS 8 CONDITIONS 111-6 CONTRACTOR SHALL VERIFY ! SHOWN OR IMPLIED ' DRAWINGSCALE APPLIES TO 22"X 34"SHEET SIZE REVISION DATE t j T.O.P. 3 T.O.P. Hi T.O.P. 5400 118'-6° 116'-11 TYP 1-01P .O.W 116'-11" 118'-6" T.O.W. PREFAB CANOPIES PER ARCH'L 111'-6" T.O.W.12 TYP.SEE DET. 1/S402 FOR T.O.W. 3 2 111-6" CONNECTION TO STRUCTURE 111'-6" S400 BY: G.V. 3 1110-6" DRAWN 4 F PREFAB CANOPIES PER ARCH'L ,,;�,. CHECKED ` TYP.SEE DIET.1/S402STRUC FOR BY: G.H. J, CONNECTION TO STRUCTURE AHJ ENGINEERS, PC JOB a STRUCTURAL CONSULTANTS NUMBER: 12312-16A 6418 N.FUGI.F kD.#140 HOISN,IUAHO 93713 PROJECT E (208)3M-0199 DATE: MAY Ir.,2016 ROOF FRAMING PLAN PROJECT# 16065.00 COPYNGHC AHf FVGINF'Bu'm SHEET OF NORTH S 1 OZ � u C PIPE SHALL NOT PASS THRU THIS PORTION NOTES: SEE PLAN FOR STEP LOCATION S O m NOTES: 1.WHERE PIPE PASSES THROUGH FDN.WALL OR CONIC,ENCASEMENT,PROVIDE A CAST IN PUCE,NON CORROSIVE OF FOUNDATION WITHOUT ALTERATIONS. SLEEVE W MIN. 1"GAP BETWEEN PIPE AND SLEEVE. N o 1.MAX.SUB JOINT SPACING=JOINT S. STEP FOOTING DOWN FOR PIPE PENETRATIONS / 2.THE MAX.WIDTH TO LENGTH JOINT SPACING ASPECT RATIO= 1.5. 2.UNDER NO CONDITION SHALL A PIPE PASS THROUGH OR UNDER A COLUMN OR PIER FTG. 3.PROVIDE(2)#3 x 4'-0"LONG DIAGONALS AT REENTRANT CORNERS. REQUIRED AT THIS ELEVATION PER 4/S200. 3.NO REINFORCING IS TO BE DISPLACED OR CUT TO ALLOW FOR PIPE. 4.CONTRACTORS OPTION,SAW CUT OR POUR STOP. 4.MAX.6"0 PIPE THROUGH FDN.WALL,MAX.8"0 FOR PIPE THROUGH CONIC.ENCASEMENT. 5.DIAMOND DOWEL SYSTEM BY PNA CONSTRUCTION TECHNOLOGIES OR APPROVED EQUIVALENT. 5.INSULATE BETWEEN PIPE AND SLEEVE W/FOAM OR RUBBER. m , PER PUN J,PER PLAN PER PLAN J. C CONIC.SUB ON SJ TRUE STRAIGHT LINE SAWN - N GRADE PER PLAN ,.� '�WITHIN 24 HRS.AFTER POUR _ "' WALL PER Q e rn �g PER PLAN — — PIPE THRU FDN.WALL _ PLAN c `� ■ 0 3 CONC.ENCASEMENT--,,,,, _ 9 0 a I —III— I -- _ ENCASE PIPE W/LEAN CONIC.ENTIRE PER PUN J, PER PLAN NATURAL SAW GUT ? WIDTH OF FOOTING WHEN PIPES ARE t SHRINKAGE CRACK CONIC.SLAB ON "'a PASSING THRU THIS LOCATION 6" 6" °Z"REBAR,MATCH i m a S S J GRADE PER PUN *- AND LAP FTG.REINIF q f m CONSTRUCTION JOINT c� u u m v r S u a PER PLAN — -_ s ° e — 1 0" — - Q o t " -_ _a= c / —III- FOOTING AND z ' -. REINF.PER PLAN _ — � " III _ - _ ° Y Ah"x4Xt"DIAMOND — ° -° —I " III r7EISHAPED LOAD PLATE — — — — — — — — EE G.S.N.FOR UP LENGTH REQUIREMENTS AT 18"O.C. OUR STOP POCKET FORMER —III— —III— — - -III—III— —III— 2.MINIMUM STEP FOOTING SPACING=2"H" AROUND DIAMOND PLATE SLAB JOINT PIPE THROUGH CONCRETE FOUNDATION WALL AND UNDER FOOTING (TYP. FOR INT. OR EXT. CONDITIONS) STEPPED FOOTING AT CONCRETE WALL SCALE:NONE SCALE:NONE SCALE:NONE a ' u �fl W.4 s i NOTES: a 1. INSTALL FLOOR FRAMING PRIOR TO BACK FILLING WALL OR BRACE TOP OF WALL. 2. WHERE TOP OF WALL IS BRACED DURING BACK FILLING,LEAVE BRACES IN PLACE UNTIL FLOOR FRAMING IS INSTALLED. 3.BRACING OF THE WALL IS NOT REQ'D.AT SIM. GYPSUM BOARDd� SHEATHING PER ' CORNER BARS,MATCH AND ARCH'L.EA.SIDE JAMB BEYOND LAP WITH HORIZONTAL BARS CONC.WALL PER PUN WD.STUD WALL PER PLAN PER PLAN 6" � 2x P.T.SILL PLATE W/�§"0 (1)(f4 CONT. r REBAR LOCATION AT SIM. PER WALL CONC.SLAB x 4"EMBED E.B.AT 48"O.C. '.. #4 x I AT 16"O.C. PER WALL SCHEDULE SCHEDULE PER PUN CONIC.SLAB L- DOWELS TO MATCH I PER PLAN PER PUN TYP,VERT.BARS AT &LAP WALL REINF. la - � PER PLAN PER PLAN EACH CORNER BAR FREE DRAINING BACK II —III —I '- PER PUN FILL MATERIAL W 'I 0^ CONIC.SLAB PER PUN 1i (((6' J PER WALL x I AT 16"O.C. s W FIG.SIZE AND SCHEDULE I PER PLAN J4--#4 _ U PLAN VIEW REINF.PER PUN AT SIM. �I ALT.BEND FTG.SIZE AND —I P FTG.SIZE AND Z ELQ REINF.PER PLAN REINF.PER PLAN ALT.BEND Q LL hM SEE G.S.N.FOR LAP LENGTH REQUIREMENTS. ( —III O J _ L IIIII- _ Lu —III— ALT.BEND Q LL LL TYP. CONCRETE WALL REINFORCING CONCRETE BASEMENT WALL WOOD STUD WALL AT INTERIOR FOOTING LB OVER INTERIOR FOOTING AT DOORWAY H AT INTERSECTION & CORNER SINGLE MAT A 5 _ Z SCALE:NONE U SCALE:NONE Z SCALE:NONE U SCALE:NONE p LL H N a SHEET TITLE: JAMB BEYONDT PER PER STRUCTURAL EXTERIOR CONIC.OR PASS END,WALL ARCH L. ARCH L. LAp DETAILS PAVING PER ARCH'L.A REBAR THRU. CONC.SLAB S J PER PLAN #3 NOSE BAR,TYP. a PER PLAN — - a - COLUMN PER PLAN 3 16 J —III _ jr#4 DIAMOND CLOSUREo o , CONTRACTOR SHALL VERIFY PER 11/S200BASE PLATE AND A.B.PER � ALL DIMENSION58,CONDITIONS -8" PLAN ON 1)h`NON-SHRINK SHOWN OR IMPLIED CONIC.FDN.WALL SIZE CONIC.SLAB PER PUN GROUT N o oCONIC.SLABAND REINF.PER PUN AT 18"O.C. PER PER ARCML. DRAWING SCALE APPLIESSIZES TO — #4 AT 18°O.C.EA.WAY 2z'xa4"SHEET SIZE REVISION DATE , ALTERNATE BENDS PER PLAN PER PLAN — — — SQUARE OR FTG.SIZE AND S J ROUND FORM REINF.PER PLAN $ -- -- -II- � EXTERIOR DOORWAY FTG.SIZE AND PLAN VIEW CHECKED BY �.v. ,'-D" u REINF.PER PUNIt AHJ ENGINEERS, PC BOB C.H. SLAB OVER FOUNDATION WALL AT EXTERIOR DOORWAY (� STEEL COLUMN - INTERIOR FOOTING CONCRETE SLAB ISOLATION JOINT AT COLUMN STRUCTURAL CONSULTANTS NUMBER: 12312-16A 1 4 n 5418 N.P.AGIA N.D.#140 4 n CONCRETE STAIRS ON GRADE 9 1 SCALE:NONE BOISE,IT)AHO 8371.3 PROJECT SCALE:NONE 1 V SCALE:NONE �) NONE 12081 sea-010e DATE: MAY%,2016 PROJECT# 16065.00 QWfMISTtuCNNN.II.A1NjFA t)COINNEx$1.1 4 SHEET S200 OF GHT®OPANJ ENGM WD.STUD WALL PER PLAN WALL PER PUN FINISH PER ARCH'L. REFER TO MAIN DETAIL SHEATHING AND NAILING WD.STUD WALL PER PUN FOR INFO NOT SHOWN PER SHEARWALL SCHED'L 2z6 P.T.SILL PLATE W/A.B. FLOOR SHTG.PER PUN O PER SHEAR WALL SCHEDULE FINISH PER ARCH'L CHAMFER PER ARCH'L. $ 2x6 P.T:SILL PLATE W/A.B. 10d NAILS AT 6°O.C. Vl ` FINISH PER ARCH'L. 2x TOP PUTE 2x8 P.T.SILL PLATE W/A.B. PER SHEAR WALL SCHEDULE o FULL LENGTH OF BLOCKING 2x6 P.T.SILL PLATE W/ FLOOR DECK PER PLAN A.B.ON EITHER SIDE BEAM PER PUN W/ PER SHEAR WALL SCHEDULE E.N. OF BM.POCKET PER )4i"DM.T.A.S.AT 48"O.C. SHEATHING AND NAILING FLOOR DECK PER PUN UNDERUYMENT PER ARCH'L. SHEAR WALL SCHEDULE PER SHEARWALL SCHED'L UNDERUYMENT PER ARCH'L CHAMFER PER ARCH'L. PER PLANO E.N. UNDERUYMENT PER ARCH'L. CHAMFER PER ARCH'L �PER PUN E N PER PUN I FINISH GRADE � CHAMFER PER ARCH'L. - ' m 71 FINISH GRADE PER ARCH'L. III' I i� I I FINISH GRADE Q FINISH GRADE _III PER ARCH'L. .II _-III I� I I OMIT AT SIM. PER ARCH'L ' PER ARCH'L. — — �J _ (2) 5 CONT. o CONIC.BASEMENT FLOOR JOIST PER PUN WALL PER PLAN 6"WALL W/VERT.REINF. CONIC.BASEMENT -- I— P v (7)BAYS OF -JOIST TO EXTEND TO TOP OF WALL PER PUN -III "G So BLOCKING AT 24 O.C. WALL T HORIZ.AT 12 I FLOOR JOIST PER PUN �, NI/ STONE FINISH 'I N `c W/'A35'CLIP EA,END O.C.AT BEAM POCKET „ i STAIR WELL PER WALL REBAR LOC.AT SIM. 'MIT'JOIST HANGER PER ARCH'L. m PER WALL PER WALL u y y N SCHEDULE 'ITS'HANGER I SCHEDULE 'LgV'SKEWED HANGER SCHEDULE u 7DIA.d"H.A.S. PER WALL SCHEDULE AT SIM. WHERE REQ'D. u c E e CONCRETE C Q G s € It 3b" WALL PER PUN L i NOTES: "O.C. NOTES: - a 1. INSTALL FLOOR FRAMING PRIOR TO BACK FILLING OR BRACE TOP OF WALL 1.INSTALL FLOOR FRAMING PRIOR TO BACK FILLING OR BRACE TOP OF WALL. 2. WHERE BRACES ARE USED,BRACES TO REMAIN UNTIL FLOOR FRAMING IS INSTALLED. CONCRETE WALL/ 2.WHERE BRACES ARE USED,BRACES TO REMAIN UNTIL FLOOR FRAMING IS INSTALLED. PILASTER PER PUN �1 BRACED BASEMENT WALL — JOIST PARALLEL (,1 BEAM AT CONCRETE WALL 3 BRACED BASEMENT WALL — JOIST PERPENDICULAR ,� COLUMN TO CONCRETE WALL CONNECTION � s,Fcg s SCALE: ONE SCALE:NONE SCALE:NONE �J SCALE:NONE _ < I� 4T�OF Thy.•� i rc�W.J�N� a a #4 CONT. SLAB ON GRADE FLOOR SHTG.PER PLAN PER PUN I PER PUN 24" 2x TOP PLATE STANDARD BOLTED N4.1 AT 20"O.C. BEAM PER PLAN W/ CONNECTION SCHEDULE " 2" %"AT Y4"0 BOLTS h"DIA.T.A.S.AT 48"D.C. CLR.*AT1 PE PLAN PER PLANS BUM N0.OF A325N BOLTS REQ D. PLATE WELD SIZE CAPACITY COLUMN PER PUN Y SIZE "DIA. 1"DIA. THICKNESS 1/4 W8 2 -- tl" Y" 10.6k -1 W10 2 -- tl" Y" 11.8k STIFFENER PLATE TO MATCH BEAM , %"x BEAM WIDTH x REQ'D. I 1 , �(a" Y" 20.Bk WEB THICKNESS,EACH SIDE A\ BRG. BEAM W/(4) "0 W14 3 -- its" Y4" 23.9k 3/16 NP' H.S.B.AT BEAM GAGE Wt6 4 -- ifs" Y4" 36.3k 6°WALL W/VERT.REINF. W18 5 W6 Y4 53.OkTO EXTEND TO TOP OF 57.8k 3" WALL W/#5 HORIZ.AT 12 W7 79.4k BEAM PER PLAN ( O.C.AT BEAM POCKET JPua. " SCHEDULE 3/16 ~ W O 1. SHORT SLOTTED HOLES ARE PERMITTED,UNLESS OTHERWISE r ~ U = °x BEAM WIDTH x R.00. Np, NOTED. PROVIDE HARDENED WASHERS PER G.S.N. STIFFENER PLATE TO MATCH BRG.PLATE W/(4)Y4°0 1/4 Z {L 2. WASHERS ARE NOT REQUIRED EXCEPT WITH SHORT SLOTTED BUM WEB THICKNESS,EACH HOLES OR SLIP CRITICAL(SC)CONNECTIONS. H.S.B.AT BEAM GAGE SIDE Q LL _0 4 3. PROVIDE FIELD WELDS WHERE CONSTRUCTION REQUIRES. BEAM PER PUN D26"1 W/T D.C. 0 O DIAx6"H.A.S.AT 5°O COLUMN PER PLAN N Tn Ll 1/4 TYP CONCRETE WALL/ LLl J J - _f PILASTER PER PLAN Q LL U. �1 COLUMN AT BEAM SPLICE 7 BEAM SUPPORTING COLUMN Q BEAM AT CONCRETE WALL ~ Z `J SCALE:NONE SCALE:NONE U SCALE:NONE u 3 3 p LL h- F 4 SHEET TITLE: G.W.B.EA.SIDE, WALL/COLUMN STRUCTURAL PER ARCH'L. PER PLAN AT SIM. CONT.I-JOIST BLKG. E.N. I-JOIST AND DECK STUD WALL PER ARCH'L, STUD WALL PER ARCH'L DETAILS 2x TOP PLATE EA.SIDE PER PLAN I-JOIST AND DECK ' I-JOIST AND DECK PER PLAN e I-JOIST AND DECK PER PLAN E.N.U PER PLAN E.N. 2 E.N. .SIDE PER PLAN a _ PER PUNS_ 1Y"LSL CONT. PER PLAN PER PLANO RIM JOIST .......... �- CONTRACTOR SHALL VERIFV ALL DIMENSIONS 8 CONDITIONS SHOWN OR IMPLIED DRAWING SCALE APPLIES TO DBL.TOP PLATE, WEB STIFFENER AS 22'x W SHEET SIZE REO'D,BY JOIST MFR. SPLICE PER 12/S401 REVISION DATE 1 'MIT'HGR.EA.SIDE WEB STIFFENER AS DBL.TOP PLATE, REQ'D.BY JOIST MFR. SIMPSON°LTP° C SPLICE PER 12/S401 AT 48"O.. REQ'D.BY JOIST MFR. WALL PER PUN WEB STIFFENER AS STUD WALL PER PLAN s BEAM PER PLAN W/)f DRAWN LL DIA.T.A.S.AT 24"D.C. CH G.V. STUD WALL PER PLAN CHECKED BY: C.N. 4 AHJ ENCANLERS, PC: JOB —JOIST AT BEAM I—JOIST AT BEAM I—JOIST AT WALL /� STRUCTURAL IETED.CONSUFL140 NUMBER: 12312.18A 9 J 4 n �� , ,„ I—JOIST PARALLEL TO WALL 341tl N.F.ACa.81tU.#140 I V I SCALE:NONE BOISB.,IT323�0199 DATE:)AHO 83713 PROJECT (20tl) SCALE:NONE SCALE:NONE SCALE:NONE PROJECT# 16065.00 MAYW.,206 a)WfJGRTCHTN1$ANDCON(:BPIS SHEET S300 ()f IX)PYNCNT®(JPAHJ GNGINf:B'ItEpc a C , JOIST PER PLAN O W/'MTF JOIST HANGER HEADER PER PUN in DBL.TOP PLATE, JOIST PER PUN i DBL.TOP PLATE, 'LSTA21'STRAP SPLICE PER 12/S401 A, PER PLAN SPLICE PER 12/S401 LEDGER PER 1/S400 PER PUN �✓ - 2x4 BLKG.LAID FLAT W/ - T CLIPS AT 32°O.C. E.N. 2x8 BLKG. AT SIM.BLKG.AT 24"O.C. ROOF DECK PER PLAN DBL.TOP PLATE, = N 16d AT 6"O.C. E•N• PRE-ENGINEERED WD.TRUSS SPLICE PER 12/5401 E.N. (6)10d E.N. PER PLAN W/PARAPET E 'H3'FRAMING .ROOF DECK PER PLAN BUILT INTO THE TRUSS CLIP AT EA.STUD FULL DEP13/S401 c° c PER TRUSTO To - VARIES HANDLE f S o BLKG.PER 1/S400 "LTP4",C N :'c E.N. PLAN ANDDIET.2x FULL DEPTH BLKG. 16d AT 6"O.C. (2)J10x4"WD.2x8 WD.LEDGER SCREWS WALL SHTG.PER PUN BEAM PER PLAN PER PUNr °u W/(3)Y"43"SDS 'LSTA18'STRAP 2SCREWS AT EA STUD AT IfDGER SPLICE TRUSS PER PLAN (8)16d EA.SIDE STUD WAL 'A34'FRAMING CLIP EA.TRUSS < Q 5 B c POST PER PUN W/(1) L WALL PER PLAN 2x4 KICKER AT EA. KING STUD ON EA SIDE WAIL SHTG.PER PUN 'H2.SA'U.TRUSS _ STUD W/(2)16d AND DETAIL 3/S401 DBL TOP PLATE,SPLICE 2'-0"MAX. WALL PER PLAN WALL SHTG.PER PLAN PER 12/5401 U.N.O. 1 ` LEDGER TO WALL BEAM TO WALL CONECTION TRUSS TO WALL CONNECTION 4 DUCT OPENING `'3'�n+sra oC9 SCALE:NONE 2 SCALE:NONE SCALE:NONE SCALE NONE 4 9rF OF+Op z a y4° BM.WIDTH + V SIDE m m 1'-1" 11" t 1" BEAM PER PUN PLATE BEAM PER PUN BEAM PER PLAN °O o -Y"SIDE PLATE PER PLAN PER R PLAN m°O PER PUN - I TYP. O O O O O ° O O O 36°BASE PLATE • 11 )¢°MIN. y. FULL DEPTH WD.SHIM 3/16 IYP. Lu 3/i6 3/16 3/16 ~ W COLUMN CAP PER 8/S400 COLUMN CAP PER 8 S400 HSS COLUMN PER PLAN M1 W/(4)Y4"0 THRU BOLTS. COLUMN CAP PER 8/54S. / Q M1 Q '+ W/(2)�4'0 THRU BOLTS. W/(4)�"0 THRU BOLTS. — yp7E; HSS COLUMN PER PLAN HSS COLUMN PER PLAN U O HSS COLUMN PER PUN NOTE., NOTE;CONTRACTORS OPTION TO USE CONTRACTORS OPTION TO USE CONTRACTORS OPTION TO USE CONTRACTORS OPTION TO USE "ECCOQ°,"ECCO","CCOQ",OR • °CCOQ"OR"CCO"COLUMN CAP. "CCOQ"OR"CCO"COLUMN CAP. °CCOQ"OR°CCO"COLUMN CAP. "CCO"COLUMN CAP AS APPLICABLE. W J J y Q U. LL CONTINUOUS BEAM TO HSS COLUMN BEAM TO HSS COLUMN BEAM TO HSS COLUMN 8 COLUMN CAP DETAIL H Z Z 5 SCALE:NONE 6 SCALE:NONE 7 SCALE:NONE SCALE:NONE h LL 1 SHEET TITLE: • PER PER NOTE:COORDINATE ROOF NOTE:COORDINATE ROOF NOTE: ARCHT. ARCH'L. SLOPE W/ARCH'L. SLOPE W/ARCH'L. DO NOT OVER STRINGERS. STRUCTURAL DETAILS 1 PRE-ENGINEERED WD. PRE-ENGINEERED WD. 'MIT'HANGER AT SIM. a PRE-ENGINEERED WD. TRUSS PER PLAN E.N. TRUSS PER PUN PER PER PRE-ENGINEERED WD. ARCH'L. ARCH'L. Y4"FINISHTRUSS PER PLAN E.N. ROOF DECK PER PLAN TRUSS PER PUN ROOF DECK PER PLAN N E PER ARCH'L. DO NOT OVERCIN STRINGERS. DECK PER PLAN • PER PUN n PERPER P CONTRACTORSHA LL VERIFY TREAD PER ARCH'L. 'LSSU'ADJUSTABLE HANGER ALL DIMENSIONS&CONDITIONS SIMPSON°A38°CLIP WOOD STRINGER PER PUN SHOWN OR IMPLIED Ed P.T.2x6 W/(3)Y"O x 3° TREAD PER ARCH'L. DRAWINGSC LEAPPUESTO m op 22"X 34"SHEET SIZE 1 N L PER PLAN EMBED EXPANSION BOLT WOOD STRINGER PER PLAN �� FULL DEPTH BLKG.PER CONC.SLAB PER PLAN JOIST PER PLAN REVISION DATE HANGER PER TRUSS MFR. HANGER PER TRUSS MFR. TRUSS MFR.TO HANDLE 3 'H2.8A'AT EA.TRUSS DBL.RIM JOIST BLKG. 260 PLF W/(2)'A34' AT STRINGER LOCATION • BEAM PER PUN FRAMING ANCHORS EA.BLOCK DBL.TOP PLATE, — — BM.PER PLAN AT SIM. 1"2 SPLICE PER 12/S401 —.� — DBL.TOP PLATE, ^� y GYPSUM BOARD,EXTEND TO TOP WALL PER PLAN DRAWN s PLATE.BOTH SIDES OF WALL SPICE PER 12/5407 A #y BY: G.V. w WALL PER PUN V CHECKED LL OMIT AT SIM. I, BY C.N. AHJ ENGINEERS, PC: JOB r STRUCTURAL CONSULTANTS NUMBER: 12312-16A TRUSS TO BEAM TRUSS AT WALL WOOD STAIR AT SLAB ON GRADE 12 WOOD STAIR AT LANDING 541E N.EAGTr!RT).#140 9 SCALE:NONE SCALE:NONE SCALE:NONE BOL(20 rnAFLo e3Tis DATPROE: SCALE:NONE (28a1 ev-m�e DgrE: MAY 16,2016 zi PROJECT# 16065.00 • smucrlmncDerAasANDCONr.16 SHEET OF ` � COn'uGHT®OPAHJ F:NGINF.HN$PG C Aoo FINISH PER ARCH'L. WD.STUD WALL PER PLAN SHEATHING AND NAILING 0 PER SHEARWALL SCHEWL. AT SIM.WALL IS LOCATED SHEATHING AND NAILING ON STEM WALL PER 3/S300, PER SHEARWALL SCHEDUL. to P.T.WD.SILL PLATE AND A.B. COORD.W/ARCH'L. WALL/COLUMN L o 0 PER SHEARWALL SCHED-L. PER PLAN a) E.N. CONC.SLAB PER PLAN SHEAR WALL SCHEDULE 1,2,3,4,5,10 MD 13 CHAMFER PER ARCH'L. VENEER PER ARCH'L. VENEER PER ARCH'L. EDGE NAILING(E.N.) FOUNDATION ANCHOR BOLTS SILL NAILING8 FRAMING ANCHORSn - OMIT AT SIM. PER PLAN P.T.WD.SILL PLATE AND NOMINAL ALLOWABLE SHEAR - 2x6 P.T.WD.SILL PLATE W/ A.B.PER SHEARWALL NUMBER OF PER ARCH'L. I MARK PANEL SIDES NAIL SIZE AND SPACING STAPLE SIZE AND SPACING(ESR-1539)s SIZE AND SPACING SIZE AND SPACING SIZE AND SPACING REMARKS (PLL) FINISH GRADE l�l 'I _ %"0 x 7"EMBED A.B.MIN.OF SCHEDUL.TYP. THICKNESST Q rn 2 PER RUN OF WALL Bd(2X"x 0.131",COMMON) 16GA.�s"x 1NJ" 15GA.3(6"xtY4" 14GA.?(6 z 2' `' O x 7"EMBED 16d(3�"x 0.162",COMMON) SIMPSON"LTP4" PER ARCH'L. 5 — O CHAMFER PER ARCH'L. 260 PLF-SEISMIC ' E. - PER E.N TYF Oi Rs" ONE SIDE AT 6°O.C. AT 3"O.C. AT 4°O.C. AT 4'O.C. AT 48°O.C. AT 6"O.C. AT 20 O.C. _ 364 PLF-WIND t 3 100'-0" ARCI AT 2 O.C. 380 PLF-SEISMIC _ 8'CONC.FDN.WALL W/ NOTE: J O 31s ONE SIDE AT 4"O.C. AT 3"O.C. AT 3"O.C. AT 32"O.C. AT 4°O.C. AT 14"O.C. 5 532 PLF-WIND _ W 3x FRAMING SEE 9/5200 FOR AT 2 O.C. AT 2"O.C. 490 PLF-SEISMIC 5 VERT.AT 18°O.C. _ �' O T + DOORWAY CONDITIONS. — w� 3 r{s ONE SIDE AT 3'O.C. N/A AT 24"O.C. AT 3°O.C. AT 10°O.C. 5 N #4 HORIZ.AT 12"O.C. PER W 3z FRAMING W 3z FRAMING 666 PLF-WIND :'c ALT.BEND 2'-4"SQ.CONC.PIER W ARCH'L. m 3 T PER PUNO (16)#5 VERTS(I.E.5 EA.FACE) Q) w OTES: 1.SEE DETAIL 9/S401 FOR TYPICAL SHEAR WALL LAYOUT c T. 6.WHERE PANELS ARE APPLIED TO BOTH FACES OF A WALL, 10. BLOCK ALL PANEL EDGES WITH THE SAME THICKNESS BLOCK AS o W/(3)#3 [3 TIES IN THE TOP 5° N FIG.SIZE AND THEN AT 10"O.C. 2.WHERE NO MARK IS INDICATED USE SHEAR WALL TYPE O FRAMING AT ADJOINING PANEL EDGES SHALL BE 3"NOMINAL STUDS EXCEPT WHERE NOTES 5 OR 6 APPLY USE 3x BLOCKING. c o "o REINF.PER PUN FIG.SIZE AND — PER ON ALL EXTERIOR WOOD FRAMED WALLS. OR WIDER AND FASTENERS SHALL BE STAGGERED. 11. AT JOIST OR TRUSS FULL DEPTH BLOCKING PER 9/5401. Q L J 3.STUDS SHALL BE PLACED AT 16"O.C. 7.ALL PANELS TO BE APA RATED SHEATHING. 12. PROVIDE Y"x3"x3"PLATE WASHER W/SLOTTED HOLE SO THE EDGE REINF.PER PLAN 4.FIELD NAILING SHALL BE Bd(2>4" N z 0.131",COMMON)AT 12" 8.FOR UPPER STORY TO LOWER STORY ONLY,WHERE OCCURS. OF THE PLATE CAN BE LOCATED Y2"AWAY FROM THE EDGE OF THE III—III- O.C.,INTERMEDIATE STAPLES SHALL BE PLACED AT 12"O.C. 9.STAPLE CROWNS TO BE PARALLEL TO LONG DIMENSION OF STUDS. SILL PLATE ON THE SIDE OF THE WALL SHEATHING.A CUT WASHER - 5.WHERE FASTENERS ARE SPACED 2"O.C.,FRAMING AT ADJOINING SHALL BE PLACED BETWEEN THE Y"PLATE AND NUT. c5 III—III PANEL EDGES SHALL BE 3'NOMINAL OR WIDER AND FASTENERS SHALL BE STAGGERED. 13. SUB NOTE'P'INDICATES SHTG.AROUND WINDOWS PER DET.9/S401. vittp �q � T m� •Ito a WOOD STUD WALL AT EXTERIOR FOOTING EXTERIOR PIER SHEAR WALL SCHEDULE W.W3 1 SCALE:NONE � SCALE:NONE � SCALE:NONE a a DBL.TOP PLATE, HOLD DOWN PER PUN If SLICE PER 12/5401 IF APPLICABLE UPPER FLOOR FRAMING APPLICABLE.ALIGN W/LOWER SILL RAILING PER SHEAR WALL HOLD DOWN STUDS. SCHEDULE IF APPLICABLE THREADED ROD SAME SIZE AS FLOOR OR ROOF FRAMING REQUIRED HOLD DOWN A.B. SYSTEM,SEE APPLICABLE SIZE IF APPLICABLE. DETAILLI ii iI STRAP TIE HOLD DOWN II Ii FULL DEPTH BLOCKING EA BAY BETWEEN FLOORS PER -----L ---- -- ---- --- --- - FRAMING ANCHORS PER _ r m -- -- �-----m-- m �--- (T T7 L!J PUN IF APPLICABLE. ,---- _-- I•I - SHEAR WALL SCHEDULE 2z STUD ALIGN WITH LOWER ----' ---- - DOUBLE TOP PLATE, EA.SIDE MAX.TAT 48RED.C.NPED " J HOLD DOWN STUDS SPLICE PER 12/5401. EACH SIDE.COORD. II ° I 1_ W 0 LOCATION W WOOD WALL (3)16d MIN.THRU 1st H I�' II I ' I II I .• .I II I• / V .' HEADER PER PLAN F.N.PER SHEAR HSS COLUMN HEADER PER KING STUD INTO HEADER _ Q L L WALL SCHEDULE SCHED.S002 Z LL WALL PSCHED ULE ER SHEAR III III 1 1 SHEATHING PER SHEAR AT SIM.BEAM PER PLAN Q LL L WALL SCHEDULE BEARING ON TOP OF WALL KING STUD(S)PER HEADER U 0 III SHEATHING PER SHEAR W/'EPCZ'POST CAP SCHED.S002 AND HOLD L DOWN SCHED.NOTE PER WALL SCHEDULE E.N.PER SHEAR W J J 1 1 1' III 1 1 WALL SCHEDULE TRIMMER STUD(S) PUN,URGER SIZE GOVERNS. C J J E.N.PER SHEAR LI LI I. PER SCHED.Soot C Q Q WALL SCHEDUL III III KING STUD(S)SIZE PER HEADER (2)2.6 KING STUDS AT SIM. LL � SCHEDULE S002 OR HOLD DOWN AT SIM.POST PER PUN ` L L SCHEDULE PER PLAN IF APPLICABLE F-- 2x OR 3x BLOCKING® - - - - - - - - - - - - Z Z ALL PLYWOOD EDGES PER — — — TYP. WOOD STUD ATTACHMENT TO COLUMN 8 DROPPED HEADER 3 3 I I E.N.PER SHEAR 1 1 1 1 1 1 1 11 1 1 1 1 1 I SHEAR WALL SCHEDULE 7 SCALE:NONE SCALE:NONE w _ WALL SCHEDUL I I I'I 1 1.1 LI 1 11 I I'1 I I. TRIMMER STUD(S)SIZE PER __ HEADER SCHEDULE S002 O � ~ ~ I II II IIII l II,II II III I I II I II a I'I LI LI SHEET TITLE: III DBL.TOP PLATE, PER PLAN SPLICE PER 12/S401 4'-0"MIN.LAP � I: I IIII I IIII II :I: II II II II E.N.PER SHEAR 2z6 AT 24"O.C. E.N.PER SHEAR :I: IIII IIII :I: ( ) WALL SCHEDULE WALL SCHEDULE 14 t6d NAILS DBL.TOP PLATE :1: IIII III :1: LI AT SIM.ATTACH 2x6 AT LAP,MIN. W/IYP.i6d STRUCTURAL HOLD DOWN PER PLAN DIRECTLY TO TRUSS NAILS AT 16"O.C. DETAILS HOLD DOWN PER PLAN •. "' A.B.PER SHEAR WALL LI ----Li a-A-- ---�-�III-----Li- --,�. ll --- -_LL�- SCHEDULE,NOTE:HOLD 2x6 WHEN SHTG.IS NOT WALL G.PER WALL -- DOWN A.B.DOES NOT TIGHT TO DECK PER ARCH'L. TYPE 1 PER 3/5401 h Q ii ii ii II ii •ii II REPLACE TYPICAL A.B.'s D II II II O II II I II (4)16d P.T.SILL PLATE PER PUN 2x6 BLKG.AT EA VERT. PERFORATED SHEAR WALL �) SEGMENT METHOD is CONT.STEM WALL PER PUN W/(3)16d AT EA.END 10d AT 6"O.C. a ROOF DECK PER PUN CONTRACTOR SHALL VERIFY END SPACING ___ 4"MIN ALL DIMENSIONS 8 CONDITIONS 12"MAX SHOWN OR IMPLIED DRAWING SCALE APPLIES TO 22"X 34"SHEET SIZE 1 P 1 P REVISION DATE M STUD WALL PER PLAN 1 NOTES. 1.MINIMUM EDGE DISTANCE FOR NAILS SHALL BE sb° 4.NAILS SHALL BE COMMON WIRE TYPE,PNEUMATIC DRIVEN 6.ALL REFERENCES TO"SHEAR WALL SCHEDULE"SHALL REFER TO DOUBLE TOP PLATE SPLICE 2.PANEL TO BE 4'-0"x 8'-0"UNLESS AT BOUNDARIES AND FASTENERS MAY BE USED W/ENGINEER APPROVAL,SEE G.S.N. 3/S401.U.N.O. 2 CHANGE IN FRAMING 5.E.N.=EDGE NAILING 2x6 KICKER W/(4) SCALE:NONE y 3.NAIL HEAD SHALL NOT BREAK OUTER PLY OF SHEATHING F.N.=FIELD NAILING 16d AT EA.END, s A.B.=ANCHOR BOLT (4)16d ALIGN W/VERT.2x6 `��\\ DRAWN LJ BY: G.V. 2x6 BLKG.AT EA.VERT. CHECKED .3 W/(3)16d AT EA.END NOTE:PROVIDE 2x6 BLKG. BY: C.H. ON EA.SIDE OF STUD FOR AHJ ENGINEERS, PC JOB DECK SUPPORT STRUCTURAL CONSUUTANTS NUMBER: 123I2-I&A ' SHEAR WALL LAYOUT PARAPET DETAIL 5418 N P.AGI.F1 It #140 NOISE,111A11083713 PROJECT 9 SCALE:NONE SCALE:NONE - (208)323-0199 DATE: MAY Ib,2016 PROJECT# 16065.00 srnUoernssnN Lc F,_ SHEET S401 OF COPVPIGfiT®OPN9 F1�GLLJBFILS,PG � d I 4x10 BLKG.W/(8)Y"DIA.x6"SOS SCREWS AT EA.END W/(2)2x6 FULL HEIGHT STUDS AT EA.END OF BLKG. #4 CONT. FLOOR DECK PER PLAN O BTWN.TOP AND BOT.TRUSS CHORD ry BLOCK AND STRAP PER PUN CONIC. S E.N. UNDERLAYMENT PER ARCH'L. y WALL/CRIPPLE STUD - 2x6 BLKG.W/(4)Y"DW.x6" PER PUN L PER PUN o SDS SCREWS AT EA.END - PRE FABRICATED 'LG2'EA.SIDE TO EA.DRAG TRUSS CANOPY PER ARCH'L. ON EA.SIDE OF CANOPY CONNECTION 6x10 BLKG.BTWN.STUD FRAMING PROVIDE'HGA10'ON EA. _ W/(18)16d AT EA.END,CENTER ON SIDE AT SMALL CANOPIES CANOPY CONNECTION,COORD.LOC. O1 W/MFR.(MAX.TRIB AREA TO BE 14 (4)%°DIA.THRU BOLTS W/ SQ.FT.AT EA.SUPPORT Y4"z2N2"PLATE WASHER 4 O 36 VERT.REINS"DIA.THRU 4 x 20" ALIGN W/ o 0 s 3 BOLTS W/Y,"x2°z2" FLOOR JOIST PER PUN � _ PLATE WASHER v o _ CONC.FDN.WALL SIZE 2x8 P.T.LEDGER W/ EXTENDED MOUNTING o DRAG TRUSS PER PLAN AND REINF.PER PLAN 3g"DIA.x7"EMBED A.B. N v - 4x10 BLKG.W/(8)Y4"DIA.x6 BRACKET PER CANOPY MFR. PRE FABRICATED CANOPY - o AT 24"O.C. "SOS _ y SCREWS AT EA END W/(2)2x6 FULL HEIGHT STUDS AT EA.END OF BLKG. 'uy (4)�s"DIA.x3"LAG SCREWS HEADER PER PUN 2z6 KICKER W/(4)X"DIA.x6° ) o �, • END =- FOR INFO NOT SHOWN,SEE 3/5400 SOS SCREWS AT EA. � L ° -� y PRE FABRICATED CANOPY C Q c o t NOTES: L z° E ,!1 CANOPY CONNECTION TO WALL ,� CANOPY CONNECTION TO PARALLEL TRUSS 1.INSTALL FLOOR FRAMING PRIOR TO BACK FILLING OR BRACE TOP OF WALL. - a �1 CANOPY CONNECTION TO PERPENDICULAR TRUSS 2.WHERE BRACES ARE USED,BRACES TO REMAIN UNTIL FLOOR FRAMING IS INSTALLED. 0CANOPY CONNECTION I CONCRETE WALL TO FLOOR CONNECTION �oTtra N SCALE:NONE `T SCALE:NONE _ f' s zp < 9r@ OF\O�'y z W.3oN`` 5 a 1 COLUMN PER PLAN 3/16 DIAMOND CLOSURE 1J�" PER 11/S200 TYP. BASE PLATE AND A.B.PER PLAN CONC.SLAB PER PLAN 7X ON 1N�"NON-SHRINK GROUT PER PLAN I x x III; W J • H uj 2"CUR. 0 _ CONCRETE COLUMN Z a: Q PER PLAN Q U. u0 — ce V) V) 1 LJJ J J Q Q Q LL U- �r�STEEL COLUMN PIER - INTERIOR FOOTING _ _ Z (n Z SCALE:NONE ' � 3 3 U. I— I.- SHEET TITLE: STRUCTURAL DETAILS 1 CONTRACTOR SHALL VERIFY ALL DIMENSIONS&CONDITIONS • SHOWN OR IMPLIED DRAWING SCALE APPLIES TO 22"%34"SHEET SIZE REVISION DATE 1 � n' 7 y DRAWN • m BY: G.V. BY: C.H. L= AHJ ENGINA:I;RS,JPC JOB STRUCTURAL CONSULTANTS NUMBER: 12312-16A 5418 N.B.AGId?RD.if I40 BOISF IDAHO 83713 PROJECT (208)323-0199 DATE: MAY 16,2016 PROJECT# 16065.00 SIxUCNBALOf.TN15 ANfICONCPPIS SHEET OF S4U2 1 � CGPYIUGFR®GPAHf(iNCINF.FYS,PC 0 a PLAN NOTES: OI INSTALL NEW FURNACE F-I ON 12'HIGH RETURN AIR = ------------------------- BASE. SEE DETAIL ON THIS SHEET. 0 STAIR Bma O I AIR LOUVER AS HI6H AS NSTALL ON WAL OUTSIDE STAIR WELL COORDINATE i S 6 2 EXACT LOCATION WITH STAIR RAILIN65. BLANK OFF ' OL-I UNUSED PORTION OF LOUVER ON THE INTERIOR WITH (V SHEET METAL. ---- ---- ------- - ----- --- --- — - ----- ---- --..-.__—.....� .__ - 03 MOUNT NEW FAN COIL UNIT ON WALL AS HI6H A5 TS _--_4.-- li POSSIBLE. COORDINATE FINAL LOCATION WITH BREAK ROOM STAIR ELECTRICAL AND DATA TO AVOID CONFLICTS. Bm5 Im5 ®INSTALL MOTORIZED DAMPER HAND DAMPER AND � D-4 ACCE%PANEL IN 8x8 CA MGT. BALAGE HAND g I15 ------- - -"---' DAMPER TO 300 GFM AND INTERLOCK MOTORIZED ° o DAMPER WITH FURNACE OPERATION. s u VENTILATION AIR REQUIREMENTS P RUN NEW DUCTWORK A5 H16H AS P0551BLE IN to o -------I' PS2 5T0RA6E ROOM. s_ m AREA MAX. REQ'D GFM TOTAL GFM ACTUAL MIN. ! _____________i ° 8 ZONE NAME RM N ROOM NAME ��.p,FT. Orr. PER PERSON REQUIRED GFM PROVIDED Q ! II D-4 ©R15E REPR16ERANT PIPING UP IN EXTERIOR WALL TO o o ,lGx-3-IW-EA-URJ, II 15 G0NDEN5ING UNITS ABOVE. P o " .o FURNACE F-1 B01 RESTR00M 61 1 125(EXHAUST) 0 0 ®!i IIN WP-L.L A00VE{ u c • �,, R-I H-------------------_j RESTROOM Ol RUN NEW REFRIGERANT PIPING IN CEILING SPACE AND C '� FURNACE F-I B03 TRAINING ROOM 840 42 5 210 210 �I Bml D-I DROP DOWN TO FAN COIL/FURNACE AND CONNECT. L ® 50 FURNACE F-I BOS BREAK ROOM 211 4 5 20 20 ! 100-1/L ABOVE N PIPING TO BE 51ZED A5 PER MANUFACTURER'S ! < RECOMMENDATIONS AND ACTUAL INSTALLED PIPE a LEN6TH5. ROOFTOP RT-I III SUPPLY RM. 100 1 5 5 5 RRIDOR e a , HD 4 HD R15E(2)3"N FURNACE FLUES UP IN WALL. SEE SHEET ROOFTOP RT-I 113 WORK ROOM SIT 5 5 25 25 r ¢ RA HD HO MI01 FOR CONTINUATION OF FLUES. 5 I rr I0x8 5A � I0x8 5A I0x8 5A a ROOFTOP RT-I 114 OFFICE 154 2 5 10 10 8'�D rrr 20XIO RA L--J R-1 o ROOFTOP RT-2 110 OFFICE 155 2 5 10 10 rrr ROOFTOP RT-2 106 OFFICE 155 2 5 10 10 w ---- ROOFTOPfar F-I T Ibx6 ROOFTOP PT-2 103 CONFERENCE 311 16 5 80 SO DATA/ ROOFTOP RT-3 I6 WORK ROOM 265 4 5 20 20 m6 R-2 ROOFTOP RT-3 123 COPY ROOM ILO 5 5 5 'i F O 03 20x10 SA ; ROOFTOP RT-3 124 REFRESHMENTS 45 1 5 5 5 v 5 ®I ROOFTOP RT-3 101 RE5IR00M 55 1 125(EXHAUST) 0 0 L • ���'i\P 1 Ibx10 SA ROOFTOP RT-3 108 RE51R00M 55 I 125(EXHAUST) 0 0 L_� _ H_ 5-I ROOFTOP RT-3 I09 JANITOR 55 1 125(EXHAUST) 0 0 _ 8 5 215 ROOFTOP RT-4 III OFFICE 210 2 5 10 10 T k` N 14xb 5A ROOFTOP RT-4 118 OFFICE 182 2 5 10 10 UH TRAINING Bm3 MECHANICAL LEGEND ROOFTOP RT-4 119 OFFICE 182 2 5 10 10 5 SYMBOL DESCRIPTION W ROOFTOP RT-4 121 CONFERENCE 205 10 5 50 50 0 ELECTRONIC THERM05TAT H • ROOFTOP RT-4 122 MANA6ER OFF. 210 2 5 10 10 �ti-- 2-5 60 ELECTRONIC 5EN50R Z m Q ROOFTOP RT-4 101 LOBBY 325 4 5 20 20 GRA3UL SPAGE STORAGE 1` e EQUIPMENT SYMBOL V 0 B04 14xb 5A ROOFTOP RT-4 102 RECEPTION 185 2 5 10 10 .... -----_-�-� ELECTRIC WALL HEATER W J HD HAND DAMPER a Z Z N w N o ROUND BRANCH DUCT OC � WITH HAND DAMPER u. t7- m f(I `'- REGTAN6ULAR SUPPLY AND 2 5 RETURN AIR DUCT TAKE-OFF SHEETTITLE: 14xb 5A - � TURNING VANES BASEMENT LEVEL DUCT TRANSITION PL NSANICAL I-I/2"x3/I6'ANGLE IRON INSULATED FLEXIBLE DUCT • STAND BELOW FURNACE. 51DEKALL RE615TER WELDED CON5TRUGTI0N W/ PROVIDE SILICONE SEALANT +- AN6LE5 ON ALL 4 SIDES. AROUND FURNACE AND AT ALL SUPPLY OR RETURN AIR E06E5 OF PLENUM TO PROVIDE RETURN AIR 51ZE FRAME TO MATCH AN AIRTIGHT SEAL(TYPIGAL). ...... ___------------------------ -- '---_—.�._ '-- .--.�— EX O EXHAUST RIL E EQUIPMENT FURNISHED. GUT OPENING IN TOP OF PANEL FOR RETURN/0UT51PE AIR CONTRACTOR SHALL VERIFY DUCT AS REQUIRED. — CI CEILING DIFFUSER ALL DIMENSIONS I CONDITIONS GUT 0PENIN6IN ` BASEMENT LEVEL - MECHANICAL J WINGSHO SC LIMPLIED -20 GAUGE 6ALV.IRONEls TOP PANEL OF ,� ..:..--..__ EXHAUST F�N�D DRAWING SCALE APPLIES TO ' , METAL PLENUM WT SCALE: I/4"= I'-0" 22"X 34"SHEET SIZE PLENUM TO MATCH ��yy THICK DUCT LINER ON FURNACE INLET. REVISION DATE li x IN51DE EXCEPT AT OR16INAL DRAWING 516NEP BY.DWAYNE C.SUD LEEKS • Y A%E SUPPORTS AND 8X8 ACCESS DOOR �'I�i) AN6E STAND BELOW FURNACE DATE ORIGINAL SIGNED: June 22,2016 0R161NAL ON FILE AT EN61NEERED 5Y5TEH5 ASSOCIATES RETURN AIR PLENUM 1-1/2"x3/16'ANGLE IRON 13M EAST CENTER,POCATELLO,IDAHO 85201 FRAME ON ALL 4 SIDES RA N OF PLENUM WITH WELDED ENGINEERED BY: 5R CONSTRUCTION. ESA SYSTEMS QS�O STfq P 315 WEST CENTER er ECKED DCS RETURN AIR PLENUM DETAIL 5762 POCA 83LO,IDAHO JOB 204 NUMBER: 12312-IbA NO SGALE sty PHONE: (208)233-0501 PROJECT • 9yNF OF oy(c FAX: (208)233-0529 DATE: MAYMAY 2016 OF s� M100 ESA JOB NUMBER: 16 040 PLAN NOTES: OI COVER EXP05ED REFRIGERANT PIPING WITH IS GA. C GALVANIZED SHEET METAL GOMPLET WITH 24 GA. 0 PREFIN15HED METAL SKIN. COLOR OF PREFIN15HEV $ __ -- _ --- --- — METAL TO BE 5ELEGTED BY THE ARGHITEGT. N _ 02 DROP REFRIGERANT PIPING DOM IN EXTERIOR WALL GU TO CEILING SPAGE OF BA5EMENT AND RUN AGRO55 2 STAIR TO 5ERVE FAN GOIL AND FURNAGE BELOW. 5EE 80S I SHEET MI00 FOR GONTINUATION OF PIPING. _ • ---- __ -- --- - 03 3"O FLUES I�FROM FURNACE BELOW THRU ROOF TO_. _ ' -3 — D 3 VERTICAL VENT TERMINATION A55EhBLY. SEE 100 O 5 DETAIL ON SHEET M200 Q ~ 2 OFFICE _2 ■ 12001 � 150 175 I OFFICE f o , • o D 3 WO 5A 110 8"O SA u - u Il5 -- STAIR — N yp -------- 105 of �� 8'O 5A b� rr I4xI2 SA _ Ox10 SA � y o o = 113 HD HD r ----- _— �q'P r v f - _ rrrrr I6xl2 RA ,�� b"O 5A R I R_I O-4 -- 250 C Q 6 ° -''--- zo --- - - - - -- R IO 3-I/4"EA UP R-2 I g - I I a TO ROOF GAP 8"O 5A 12x12 RA I I I © 8"O RA ¢ rrrr bxl2 RA e I 5, 2T i 4x12 RA - IOxIO RA IOx O RA �i' N IOx3-I/4"EA UP � CONFERENC£ o a ,-; ts R-I 10 ROOF GAP r----------------- 8x8 RA 03 D-3 r---------i i i r HA 8'O 5A RT-2 200 RT_I e i 3 I bx12 RA 12 T i I I T._ T i 4 I I D-I D- R 2 ------� iA 4' r I I -----`------ --- 80 ` I ---T---- rrr wow,ROOM EF T;� b"O EA UP 4 p-4 a a 4 TO ROOF GAP a 250 JANITOR EF .o 8'O RA - 5 - 4 HD HD RESTROOM 200 LLL 12x10 5A 101 -. . �..-- `�' - HALLWAY _--- 5 $ 2 5 8°O SA -- a 3 - HD Fl D 4 04 � 225 N _. � 8"O 5A D 0 -------- O RA R 2 D_4 REFR£ZNMENTS i 8"O(RUN THRU WEB OF JOIST) T --T-1 OFFICE RT-3 COPY�ROOM L.-------i RECEP1 To EI TION L----- W J O a W O mum a I2x12 RA Il0 Q LL- '7 - DN.TO GRILLE U O 8"O SA HALLWAY R-2 8"0 SA ;" W N N 120 rrrr 14x12 C p LLLLL 18xIb RA Ibxl4 RA RT-4 (RUN THIRD WEB OF J015T) Q IQJ- I.L. w � Z � (RUN BHRll WEB OF JOIST) D-4 0 R-I 11• R_ R-I 8"O RA 200 LOBBY WAITING SHEET TITLE: OFFICE 8"O 1_. - N N N 101 OFFICE � CONFERENCE --------�IICEER Q MAIN LEVEL `, 11 21 27 -- ND MECHANICAL 18x1bIAA Ibxl45A --- A PLAN 4 IRUN IN J015TTU5PA rlT5E 8"O 5A 8"O SA 1 9"O 5A D-4 9"O SA 200 B D-3 D-3 � (RUN THRU WEB OF JOIST) COVERED ENTRY 100 D-4 2 _ D_3 _ 3 27S CONTRACTOR SHALL VERIFY — I ALL DIMENSIONS&CONDITIONS SHOWN OR IMPLIED _-- ,,,,,,,,,,,,,,,,,,,,,,_ �� --�--- DRAWING SCALE APPLIES TO _— —_ ---. 22 X34"SHEET SIZE -....-. REVISION DATE , ORIGINAL DRAWING 51GNED BY:DWAYNE G.5UDNEEK5 ` DATE ORIGINAL 5I6NED: May 23,20Ib MAIN LEVEL PLAN - MECHANICAL Min - - - -- JI ORIG INAL ON FILE AT ENGINEERED SYSTEMS AS�AGIATES 1355 EAST CENTER POGATELLO,IDAHO 83201 5GALE: I/4"= 1'-0" ENGINEERED DRAWN ESA SYSTEMS Bv. SR SSGSTEfNO�y ASSOCIATES CHECKED `F0 315 WEST CENTER Bv. DG5 5762 POCAT832041DAH0 Jae NUMBER: 12312-I6A PHONE: (208)233-0501 PROJECT 9�N T C. S FAX: (208)233-0529 DATE: MAY 2016 C F �O SHEET OF ESA JOB NUMBER: 'I 6040 M 1 o 1 _ i FURNACE AND 17X COOLING COIL SCHEDULE _ I'ACOUSTICAL DUCT Ab.A. 6A5 DX GOOLIN6 COIL PIPING SIZES LINER ON INTERIOR 24"MAX TO EXTERNAL DUCT INSULATION 24"MAX TO 5YM. TYPE G.F,M. 5PE SPEED H.P. CHAR. INPUT OUTPUT •ELEV. E.A.T. L.A.T. TYPE B.T.U. E.A.T. L.A.T. LIQUID SUCTION G.D. NAT 6A5 INTAKE EXHAU5T REMARKS 0 OF DUCT. FIRST SUPPORT ON ALL ROUND R1610 FIRST SUPPORT DUGT-WORK AND FITTIN65. e SEE SEE LENNOX ELI95UH000P3RN WITH FULLY CASED RENT UPFLOW 1200 .60" M-HIGH I/3 120/60/I 88p00 82p00 60000 65°F 105°F NAT 36p00 T5°F 55°F G.UNIT G.UNIT 3/4' 3/4" 2"PVG 2"PVG DX COIL TO MATCH FURNACE AND VERTICAL VENT � NI FTFINGN- DUCT SUPPORT \ ROUND FLEXIBLE SUPPLY SGHED. SGHED. TERMINAL ASSEMBLY. s:.. DUCT TO GEILIN6 DIFFUSER • 8'-O"MAX.LENGTH ROOF TOP HEATING 4 AIR CONDITIONING UNIT SCHEDULE 7 HAND DAMPER DUCT SUPPORT 5YM. GFM OUTSIDE AIR 5P BLOWER GHAR MGA WEIGHT GAS HEATING COOLING REMARK5 Q REQUIRED . H.P. GONN BTU IN BTU OUT EAT LAT MBH EAT WB RT 1200 250 Ob" I,5 208/60/3 2"I,0 635>e I/2" 65p00 52p00 65PF 1o4°F 37S 80°F 62°F LENNOX K6AO3654B WITH FACTORY ROOF CURB AND I ECONOMIZER o / RT LENNOX K6AO3054D WITH FACTORY ROOF CURB AND a :z HANDLE GLUE FLEX DUCT TO FITTING, e 1000 150 0.6" OS 205/60/1 22D 635# 1/2" 65p00 52p00 b5°F 104°F 3"1.5 80°F 62°F ECONOMIZER CLAMP DOWN WITH STRAP AND GLUE FLEX DUCT TO 2 8 -y° WING NUT ADAPTER d CLAMP RT LENNOX ECONOMIZER 548 WITH FACTORY ROOF CURB AND u a ROUND RIGID DUCT. SCREW SOLID TO RIGID FITTING 35 2 0 Ob" 5 208/60/3 27.0 635� /2" 65p00 52p00 65°F 104°F 3TS 80°F 62°F ECONOMIZER to • RECTANGULAR DOWN WITH STRAP. 3 u SUPPLY DUCT ATTACH TO RIGID DUCT R LENNOX K6AO6054D WITH FACTORY ROOF CURB AND r • WITH DRAW BAND e 1995 300 Oh' 2.0 208/60/3 2T.0 b351e 1/2" 105,000 84p00 65°F 104°F 59,0 b0°F 62°F ECONOMIZER OPP05ED BLADE ROUND TO (D ° a ' DAMPER WHERE SQUARE ALL ROOFTOP UNITS TO COME WITH FACTORY INSTALLED 5TARTER/D15GONNEGT AND CONVENIENCE OUTLET SPECIFIED TRANSITION w EXHAUST FAN SCHEDULE s LAY-IN DIFFUSER LAY-IN GEILIN6 5YM. TYPE C.F.M. S.PE. WATT5 CHAR. R.P.M, CONTROL REMARKS - E GEILIN6 MOUNTED 150 .40 100 120/60/1 110 SEE ELECT. GROAN L05ONE SELECT MODEL LI5OM6 W/BACKORAFT I DAMPER. IOx3-1/4 EXHAUST DUCT TO ROOF GAP GE I L I NG DIFFUSER DETAIL WITH FLEXIBLE DUCT EF GEILIN6 MOUNTED 125 .40 100 120/60/1 150 SEE ELECT. �°'N . lox5 SELECT MODEL T TO R O BAGKDRAFT DAMPER. IOx3-I/4 EXHAUST DUCT TO ROOF GAP g NO SCALE E GEILIN6 MOUNTED 125 .25 100 120/60/1 "150 SEE ELECT. GROAN . 6"(1) SELECT MODEL FL WITH BAGKDRAFT e DAMPER. b'�EXHAUST DUCT TO FLAT ROOF GAP EF GEILIN6 MOUNTED 25 .25 00 120/60/I 750 SEE ELECT. BROAN L050NE 5ELECT MODEL LI50 WITH BAGKOPAFT m DAMPER. 6"0 EXHAUST DUCT TO FLAT ROOF GAP EXHAUST EF GEILIN6 MOUNTED 125 .25 100 120/60/1 150 SEE ELECT. GROAN LOSONE SELECT MODEL LI50 WITH BAGKDRAFT z TRANSVERSE REINFORCING(I) Q 5 DAMPER. 6"Q EXHAUST DUCT TO FLAT ROOF GAP --HANGER 5TRAP5 < MINIMUM AT JOINTS SELF-TAPPING CADMIUM APPROX.6° REINFORCING PLATED HEX HEAD SHEET CONDENSING UNIT SCHEDULE ANGLE 51ZE METAL SCREW INTAKE PIPE SIZING • DIMENSION SHEET AND MAXIMUM 5YM, BTU EAT CHAR. MCA MFS SEER REFR. REMARKS ` OF METAL LONGITUDINAL --- ?. ... .. N - LIQUID SUCTION LONGEST GAGE 5PAGING DRIVE HANG DUCTS UP TO 30" HEMMED WIDTH WITH I"x 18 GAGE 12"MINIMUM ABOVE GU 9p00 89°F 208/b0/I 53 20.0 13.0 R-410A 3/8" 5/8" DAIKIN MODEL NT HARD WITH SIDE, (ALL BETWEEN SLIP 5 SLIP STRAPS AT 10'-0" e INCHES FOUR TRANSVERSE AVERAGE SNOW 1 0°F LOW AMBIENT HARD START KIT SIDES) JOINTS 0OR REGOM- REGOM- MAXIMUM SPADING. _ ACCUMULATION FLASHING INTERMEDIATE MENDED MENDED STRAPS TO BE CU 36,000 89'F 205/60/1 21.1 30,0 13.0 R-410A 3/8" 5/8" LENNOX MODELI3AGX-036 WITH REINFORCIN6 GAGE GAGE TIGHT AGAINST �xxxxm ROOF 2 0°F LOW AMBIENT HARD START KIT. UP THRU 12 26 NONE REQUIRED 26 26 DUCTWORK - - - -- ---------- -------- 13-18 24 j NONE REQUIRED 24 24 I' NO POP RIVETS ALLOWED - - - -'- • 19-30 24 ININI/8"0 60 IN - 24 NOT MORE THAN 2" FAN COIL UNIT SCHEDULE (ELEGmo (1)TRANSVERSE REINFORGIN6 51ZE 15 DETERMINED BY FROM E06E OF LINER BLOWER COOLING HEATING PIPING CONNECTION SIZES DIMENSION OF SIDE TO WHICH ANGLE 15 APPLIED. - -- 5YM. TYPE GFM 5Pe MBH MBH CHAR MCA GD LIQUID SUCTION REMARKS 12"OG SHEET METAL DUGT MAX. � Fc � DAIKIN MODEL FTXNOQJEVJU WITH L METAL FASTENERS-OMARK INSULPIN5, - WALL MOUNTED 325 9.0 10.0 120/60/I 12 3/4" 3/8' 5/6" CONTROLLER OURO DYNE FASTENERS OR 6RIPNAIL5. '}. TOP AND BOTTOM O 20 GA.GALVANIZED _�,,,� /�3BC SECTION OF LINER �✓� 1sC SHALL OVERLAP 56REW SLEEVE SECURELY PIPING MOVE ELECTRIC, HEATER SCHEDULE H- u GRIP NAILS SHALL BE INSTALLED 2'NAI 2, THE SIDES TO 2x4 BRACING. 5GREW FREELY THRU SLEEVE � BY 6RIPL AIR HAMMER OR BY HEAD TO BE INSTALLED 5YM. TYPE BTU KW Z GHAR CONTROL REMARKS te_ tg AUTOMATIC FASTENER EQUIP. I"THICK DUCT INSIDE OF SLEEVE. <( u_ n LINER LINER TO BE ADHERED TO (TYPICAL OF 4) 20 GA.GALVANIZED U ® — • ENDS OF LINER SHALL BE ALL ENDS OF LINER TO BE pUCT W/IOO G ADHESIVE CLAMP SHEET METAL STRAP e WALL MOUNTED 10239 30 208/60/I WALL T-STAY QMARK MUH03 81 WITH WALL MOUNTED BRACKET i2 H BUTTED FIRMLY TOGETHER COATED WITH ADHESIVE. SEE SPEOFIGATIONS. W J SEE SPECIFICATIONS. CONCENTRIC G VENT CONSTRUCTION AND HANGER DELL TERMINATION DETAIL EXHAUST INTAKE GRILLE AND REGISTER SCHEDULE a " z DUGT CONSTR Q GFM THROW BALANGIN6 FIRE w cn NO 5GALE 5YM. TYPE 51ZE GON5TR. FIN15H REMARKS 09 ?� NO SCALE RANGE PATTERN DAMPER DAMPER � � F � GEILIN6 6xb 50-110 ®/ STEEL COLOR BY NA NA PRICE MODEL 5MD M - ARCH. WITH BEVELED FRAME SHEET TITLE: • CE MODEL SMD HANGER 51ZE5 FOR RECTANGULAR DUCT GFM GEILIN6 6x6 50-110 /®� STEEL C ARCH. NA NA WNIIT1H BEVELED FRAME MAX HORIZONTAL MAXIMUM v MECHANICAL 51DE HANGER SUPPORT ANGLE 5PACIN6 30" I"xIb 6A6E STRAP NONE REQUIRED 10'-01, O M CEILING 9x9 0-280 /®� STEEL COLOR. NA NA PRIGS MODEL I MD SCHEDULES DETAILS AN - ARCH. N24x24LAY-IN MODULE SCHEDULES ROOFTOP 36" I/4"ROUND ROD /2"xl-I/2"XI/8" 8'-0" ROOF�� DOLOR BY PRIDE MODEL SMD 1/4"(PA-1/4"HEX HEAD 48" I/4"ROUND ROD 2"x2°xl/8" 8'-0" UNIT C M GEILIN6 9x9 0-280 / STEEL NA NA ARCH. IN 24x24 LAY-IN MODULE LAG BOLT. 60" 5/16°ROUND ROD 2"x2"xl/8" 8'-0' NAILING COLOR BY PRICE MODEL 520 D STRIP GFM GEILIN6 14x6 200 300 NA STEEL ARCH. NA NA WITH FLANGE FRAME TOP CHORD OF 84" 3/5"ROUND ROD 2"x2"XI/8" 8'-0" ROOF DECK TRUSS. T TJI JOISTS ®-1 GEILIN6 Ox10 100-300 NA STEEL COLOR. NA NA PRICE MODEL 555 IN ARCH. IN 24x24 LAY-IN MODULE • FASTENER WITH COLOR BY PRICE MODEL 535 CONTRACTOR SHALL VERIFY HANGER ROD. WASHERS ®2 GEILIN6 16x16 450-"100 NA STEEL ARCH NA NA IN 24x24 LAY-IN MODULE ALL DIMENSIONS&CONDITIONS RIGID SHOWN OR IMPLIED (SEE SCHED)--- �-HANGER 51RAP5-- INSULATION COUNTER FLASHING INTAKE COLOR BY AMERICAN WARMING 6x12 300 NA ALUM NA NA SELF TAPPING LOUVER ARCH. LE-31 WITH IN5EGT SCREEN DRAWING SCALE APPLIES TO CADMIUM PLATED ROOF DECK VERAL(TORGHED) 22'X 3R'SHEET SIZE HEX HEAD SHEET TJI JOISTS /�rPREPARE0 5URPA(E REVISION DATE METAL SCREW SINGLE PLY ROOFING ORIGINAL DRAWING SIGNED BY:DWAYNE G.5UDWEEKS TIGHT STRAPSAGAINSTO BET DATE OR GINAL SIGNED: May 23,2016 DUCT. "^..r CANT STRIP ORIGINAL ON FILE AT ENGINEERED SYSTEMS ASSOCIATES NOTE:P051TION ROOF CURB SINGLE PLY 1355 EAST CENTER,POCATELLO,IDAHO 83201 —" — NO POP RIVETS ALLOWED OVER ROOF J015T5 IN SUCH A ROOFING MATERIAL MANNER AS TO SPREAD THE DRAWN C SYSTEMS HANICAL ASPHALT ENGINEERED BY: SR WEIGHT OF THE ME UNIT OVER A5 MANY TRUSSES 5\ONAL ESA �-SUPPORT ANGLE p' AS POSSIBLE RE5ARDLES5 OF of SSG\STEgF�YF ASSOCIATES CHECKED vG5 (SEE SCHEDULE) 315 WEST CENTER HOW TRUSSES ARE RUNNING 5762 POCAT83204 DAH0 JOB NU DUCT STRAP HANGER DETAIL TYPICAL ROOFTOP MOUNTING DETAIL NU PHONE: (208)233-0501 PROJECT NUMBER: 123 201 �y f 9� T OF FAX: (208)233-0529 DATE: MAY 016 NO SCALE NO SCALE 1F C. g 0` SHEET OF • ESA JOB NUMBER: 16040 M200 • PLAN NOTES: 1 OI SEE SITE PLAN FOR CONTINUATION OF WASTE PIPING CONNECTING TO EXI5TIN6 5EWER MAIN. O SEE SITE PLAN FOR CONTINUATION OF I-I/4"CH MAIN. • 4"� Oi-\ i `� STAI R O3 R15E 1-1/4"GIN MAIN UP TO J015T SPACE OF ' 4 4 GOT6 j i (A50�) --Bo '—..... . .. ...... . ........... .................. ...__.._ O INSTALL AND RUN TO MEGH.ROOM AS SHOWN. Y ......_........ --. __._ .. .... .I ..._._ SL AT r ... BOTTOM OF STAIR5�INNLANDIN �N6.�5 EDETAIL ON I ...__} _ .. ... .. BALL VAL SHEET P200. � - 3 : 4 LAWNIRR16ATION / - STAIR 1 1 1 3/4"(2 P5I)6AS UP I 3/4" 1m5 O INSTALL STOP AND WASTE VALVE AND GAPPED I"LAHN Q TO 6A5 METER I 1 ._..-__________ LOCATIONIN�M. SEE DETAIL IONI6cHEET P 00. F 2'V.UP TO $ P-4 2'VTR ABOVETF ©DROP 4"ROL DOWN IN STUD SPACE OF WALL A5 3 '------''"'' SHOWN AND RUN OUT THRU EXTERIOR. VERIFY DEPTH 5 OF NEW LINE WITH 517E PLAN. ci'T t g BREAK ROOM r 1 P 3 - _ O DROP I-I/4"6W LINE DOWN ON MEGH.ROOM WALL TO -2 O1 • I I P I PRESSURE REDUGIN6 VALVE ASSEMBLY. SEE DETAIL u " g ' _I 1/2 2"'COI F -- I ON SHEET P200. = `6 u = r# I 4 WCO'- i 1-4"(BELOW SLAB) LAWN IRRIGATION I , - 1 i I 1/2" O RUN 4'RDL DOWN THRU EXTERIOR FOUNDATION WALL. a ° - - H� VERIFY DEPTH OF NEW LINE WITH 51TE PLAN. 1 CRAWL SPACE I I O, I� I;MSTRPZM 1 N WALL 5ERVIN _ P-b �2"V.UP ABOVE I` it ' P-2 I O9 INSTALL 2 PSI TO OZ,REGULATOR ON 6A5 LINE l 6 FURNACE. 51ZE REGULATOR TO ACTUAL BTU 1/2„ 1 LOAD OF EQUIPMENT PROVIDED. VENT REGULATOR ll, i 3/4" TO THE EXTERIOR AS REO'D. CONNECT 3/4"(OZ)5A5 • i I I I LINE TO FURNACE COMPLETE WITH SHUT-OFF VALVE, 5 3/4'(2 P51) I I ' CORRIDOR I DIRT LEG AND FLEXIBLE CONNECTION. a — ----- ------- J�4"(BELOW SLAB) a --r 4—"(BELOW 5LAB) 4"(BELOW SLAB) I u \\ 4 4 � 3/4" 5/4° -BALL VALVE z \ : — ----- 1/2" - ----I i P-b(ABOVE) i 4" LOW SL iVUP OVE) 3/4'+b / �• \ / 3/4' F . 2 1" • 8 I"LAWN IRRI6ATION+� \ 2)// P-15 i\ 4" 2��V 3P-1 4 RDL 3/4"(2 PSU I \� 2"(PUMPED) --I I �p_ 4'RDL DN.IN WALL(BELOW 6RADE) --- ----,�---- ----- 1 ALL s 3— /�PSU 6 6 • 3/ (2 PSU6 �6 6 \\ 4'6 3/4'(2 U +�3%4 c3a/4 411 V 4 I 4°RDL ? k \ I I" I 4"RDL UP IN WALL -1y_C2RADE) 1 I I BY TER OWN RF---- \ \ --- 3/4" — - Fr, -I/4"•¢ I"LAWN IRRIGATION \yr4" - P-1/4' 1-1/4" 4" 3/4' _ - - -- ---T-- 4- I 4'G.O. I /2 3/4" `_— -- �--- J TRAINING LL+ ' P-5(ABOVE) —i 3 FJ— F W Z m Q Q LL. I ------ u 0 to l I STORAGE -- C J J __J I PLUMBING LEGEND Q u r-� CRAWL SPACE 5YM130L DE5GRIPTION w V) V VENT 0 VTR VENT THRU ROOF GO GLEANOUT -. SHEET TITLE: WGO WALL GLEANOUT �1.- __ GOTG OIEANOUTTO6a_Aoe BASEMENT LEVEL • �yr� .., 0 PIPE DROP -_- -..- WALL MOUNTED CONTROL 2"VENT WAS'"— 2'DISCHARGE 0— PIPE R15E PLAN PLUMBING PANEL COMPLETE W/PUMP �. TEST 5WITGHE5 4 LIGHTS BALL TYPE ISOLATION VA[Vf- 4 ALARM HORN,LI6HT5 4 I ————— 501L OR WASTE PIPING SILENCING 5WITCHIF O O BALL VALVE(TYP) --- VENT LINE PIPING e e e f I DOME5TIG GOLD WATER PIPING FUSED DISCDIVISION 1J�GT CHECK VALVE(iYP) 3/4" BALL VALVE 3/4" — DOMESTIC HOT WATER PIPING BY DIVISION 16 HWR— HOT WATER REGIRG.PIPING _ GAS-TIGHT P-T r �--- ----- (ABOVE)-� ._.. -.. -.. TO POWER / STEEL COVER 111555 --.- -,- --- ---- 6 CONTRACTOR SHALL VERIFY J / 6A5 PIPING SOURCE — '— -- --' - """' --- — —GII GONDLNSAIE DRAIN PIPING ALL DIMENSIONS&CONDITIONS '. • G --- SHOWN OR IMPLIED ` MERCURY LEVEL + + + + + +-+ +-+ + + RDL ROOF DRAIN PIPING SWITCH(ALARM) __ —RDO ROOF OVFRFLOW DRAIN PIPING DRAWING SCALE APPLIES TO BASEMENT LEVEL PLAN - PLUMBING zz'x34'SHEET SIZE 4 INLET--�. REVISION DATE MERCURY LEVEL 5W. 56ALE: I/4"= P-O" ORIGINAL DRAWING 516NED BY:DWAYNE C.51JDWEEK5 (2nd PUMP CONTROL) DATE OR16INAL 516NW: June 22,2016 MERCURY LEVEL 5W. �T_ ORIGINAL ON FILE AT ENGINEERED SYSTEMS ASSOCIATES (let PUMP CONTROL) 30"0FIBERGLASS RECEIVING TANK WITH 1355 EAST CENTER,POOATELLO,IDAHO 83201 MERCURY LEVEL 94. GAS-TIGHT STEEL COVER DRAWN • (PUMP 5HUT OFF CONTROU g\ONAL ENGINEERED GIN SYSTEMS BY 5R ESA - OFFS OISTERNO�"LF, ASSOCIATES CHECKED DC5 315 WEST CENTER SEWAGE EJECTOR PUMP DETAIL 5K762 POCAT832041DAH0 JOB NUMBER: 12312-I&A BSc r PHONE: (208)233-0501 PROJECT NO 5GALE FAX: (208)233-0529 DATE: MAY 2016 C. SUQ SHEET OF ESA JOB NUMBER: 16040 P 1 oo _ PLAN NOTE5: OI 6A5 METER BY LOCAL 6A5 COMPANY SIZED FOR C - ------ — -- - 388,000 BTU AT 2 P51 DELIVERY PRE55URE. O O2 R15E 3/4"2 P51 6A5 LINE UP IN EXTERIOR WALL TO y STAIR CEILING 5PAGE. DROP 3/4'(2 P51)6A5 LINE DOWN ljL em8 TO GRAWL 5PAGE TO SERVE FURNACE IN BA5EMENT. 5EE SHEET PI00 FOR GONT.OF LINE IN DRAWL P l 5PAGE. m R 5 LINE 6A5 METER 1 3/4'ON. _________ _.-. 3 ROOFTOP P UN PSI AABOV UP THRll ROOF TO SERVE 3 ®RUN 4"RDL AND R170 PIPING DOWN IN INTERIOR WALL CE A5 SHOWN, INSTALL ROOF OVERFLOW DOYN5POUT 81 PPLY ROOM AS LOW AS POSSIBLE ON WALL(18"MINIMUM ABOVE g 2 III 10 ---- STAIR _ GRADE. CONTINUE 4"ROL DOWN INTO BASEMENT UIORK ROOM ------. '---' ----- ----- m OFFICE CEILING. 5EE SHEET PI00 FOR CONTINUATION. : s 113 -- _ ___ 106 105 _-_ b RUN 4"RDO PIPING DOWN IN INTERIOR WALL A5 N u 2 '6 3/4'(2 P5U 3/4"(2 P5U y ---- - SHOWN. INSTALL DOWN5POUT AS LOW A5 P0551BLE i 4• - (ON ROOF) (ON ROOF) ---'---- ---- — 2'V.FROM BASEMENT ON WALL(18"MINIMUM ABOVE GRADE. m b b b b b b UP TO 2'VTR v o ,(O '2 P51) ©IN5TALL 2 P51 TO OZ.6A5 PRE55URE REGULATOR ON E ------'----- ------ ---- --� E v" : I i -1I- j - 3/4"(2 P5U 6A5 LINE. SIZE REGULATOR FOR ACTUAL � <` � o � ® RT-- '_--- I BTU LOAD OF UNIT 5UPPLIED. INSTALL SHUT-OFF ' 31 ( I) RT ---------- VALVE AND CONNECT 3/4'FLEXIBLE CONNEOTION TO z 3/4'(2 P51) I (Of�) ( i(ON 2 OF ������ UNIT A5 5H"ON DETAIL FOUND ON SHEET P200. 1 (ON ROOF) LL-- -- ---- -' _� b P-Ib i CONFERENCE - --- -�- -----------� 2"V.FROM j 103 5 j r---------i Ni HA BA5EMENT i < i 112 I I I(ON ROOF) I I ?J ® i / i 2 --- 9" z - - � ® I I 6 __ - - ------- - ------ ---- -,,, i e �2" P-2 a0 P-2 5 — Pb I _J JANITOR 2.1 RESTROO'I HALLWAY - O 4"DIN.IN 109 i 101 104 W I -- P-12(ABOVE) P-1 �..-.� P-I '�_-.__--....---------_--- .: (?)P-13 4" 1QPlI2 ABOVE) rzo RDA rsm- WORK ROOT — - — - O rm� 4' rzv� ravl P-II(ABOVE) 6 --_. B755EMENT - i 4'I ViR P-II(ABOVE) 4"DN.IN L (2)P 13 HALLWAY 2,945 50.FT. I 2,545 50.FT. , REFRE8HMENT5 12-4 P-5 OFFICE COPY ROO'i / L.-__J RECEPTION 114 I 123 W J - --- ~ ul p '- U x �\ HALLWAY Q � � .. 100 U o -------------..-.._..-.._.-. rx V) Vl Lu J J ~ Z Z o OFFICE \ _ LL. ~ ~ 111 LOBBY/WAITING 1-01-1 SHEET TITLE: _..... MAIN LEVEL PLUMBING CONFERENCE MANAGER - '� 121 -------- OFFICE PLAN 1 OFFICE 122 rer-01'nE OFFICE118119 NTRY I ___ _ 3/4 ON.__ i� I =, P - ALL NTRACOR SHALL VERIFY ...__-.- .. IP- -- -- IONS P-1 I -- - SHOWN OR IMPLIED L J J DRAWING SCALE APPLIES TO 22'X 34'SHEET SIZE 1 REVISION DATE MAIN LEVEL PLAN - PLUMBING I�I^ ORIGINAL DRAWING SIGNED BY: G.SUDWEEKS DATE ORIGINAL 516MED: .LRe 22,2016 2016 51,ALE: 1/4"= O" ORIGINAL ON FILE AT ENGINEERED 5Y5TEM5 A550CIATES 1355 EAST OENfER,POCATELLO,IDAHO 0201 ENGINEERED DR 5R 510NAL f ESA SYSTEMS 4F'S GISTf NO ASSOCIATES CHECKED RF �<"p 315 WEST CENTER BY: DG5 / 5762 POCAT8320041DAH0 1OMBER: 12312-16A Bey t°� PHONE: (208)233-0501 PRATEaecT oy(t� FAX: (208)233-0529 C. S� SHEET MAY 2016 OF ESA JOB NUMBER: 16040 P 1 01 _ F I XTURE 50HEDULE c 5YM. DE56RIPTI0 HOT GOLD WA5TE VENT 0 coMBlNAnoN PREssuRE REDUGI%VALVE AND STRAINER. P-1 ADA TANK TYPE WATER GLO5ET- KOHLER --- I/2" 4" 2" y R ' REMOTE READOUT SET DI5GHAR5E AT 50 P516 TRERIGE 3-I/2" 1-1/4"TO FIXTURES K-3421'1116HLINE"W/ELON6ATED BOWL, L , DEVICE FOR METER--[ No.boo,RAN6E GAPS AND 1/2'STOP V LVET RIGHT OR LEFT N 0-TO-100 P51 RI5E TO HAND FLUSH LEVER 50 LEVER 15 ON OPEN M WATER TYPIGAL BALL VALVE CEILING 4"FLOOR DRAIN 51PE OF AGGE5518LE STALLS. NOTE. FINISH GRADE METER UNION (TYPIGAU SPADE CANGRETE FLOOR? — WITH 6"LONG TAIL ADA GOUNTERTOP L _ I TO BE INSTALLED BY I I• I I I PIECE AND NO TRAP P-2 I/2' I/2' -12" -I/2" _ $ " PLUMBING GONTRAGTOR MODEL EN2 460 SE LEVER ,K-7115 OPEN o 2° DOUBLE CHECK VALVE 6EOTEXTILE MAT \ \ WITH MOEN L4600 LEVER FAUCET,K-1115 OPEN \/ /\ GRID STRAINER,1/2"BALL STOPS AND I-I/4" SPRINKLER VALVE ALL AROUND GRAVEL \\ 0 O O 0 \�� P-TRAP. o I"THREADED BA6KFLOW PREVENTER WITH DIRT LE6 / 0 0 00 ////, BOX EXT WALL ,..�1T BALL VALVES AND STRAINER ,�.\\/// 0 0 0 0 0 0 / NIPPLE AND GAP �\ 0 O 0 O 0 j/v�� P-3 pOURI F r.OMPARTMFNr SINK WITH GOOSENECK 1/2' 1/2" 1-1/2" 1-112" o FOR LAWN SPRINKLER 12'PVG PIPE / 0 O O O 0 0 \/j//� Ti GRADE REDUCED PRESSURE 24"�PRECAST 0 O O O 0 \j\\�\\ FAUCET-ELKAY MODEL LR3319 WITH 18 6A N SYSTEM BAGKFLOW PREVENTER 1'-0"MINIMUM PERFORATED \//\\/ 0 O O O O 0 \\/� � Q TYPE 304 5TAINLE55 STEEL GON5TRUGTION, L_ GLEARANGE CONGRETE TILE O 0 0 O 0 //�� 3-HOLE FAUCET DRILLINGS,MOEN 15605L I"COPPER BALL VALVE WITH 3/4"DRAIN VALVE DRAIN \\j\\j' 0 0 O O 0 0 \//\\//\� FAUCET,(2)LK-99 STRAINERS,I-12'P-TRAP p Q TEE HANDLE VALVE 0 O O O 0 %/\\jai AND 1/2"BALL TYPE STOP VALVES. • $ " GAP 36' I"GW LINE OUT FOR GLEAN GRAVEL //// - c o \\\ \ P-4 UNDER GOUNTER DISHWASHER-ROUGH-IN AND 112" --- 3/4" --- u m c SPRINKLER 5Y5TEM 18"ALL AROUND / // o 1 - FROM MAN DRAIN PIT /\\j/ \ C.ONI�GT 12"HOT WATER WITH STOP VALVE d TO < Q L BU5HIN6 \\/ \\ 3/4"DRAIN LINE TO SINK SIDE OF P-TRAP ON P-3 L c z 3/4"DRAIN VALVE 5 O 1-1/4"WATER \//� \\///////\� P-3 USING DISHWASHER GONNEGTION. _ SUPPLY TO j/i�i\\ji\\%/i�%i�%\\i\\i\\i/\\\i\\\i\\\i/�\ �Y,\\i i P-5 SINGLE GOMPARTMENT 51NK WITH 6005ENEGK 12" 12" 1-1/2" 1-1/2" BY 51TE UTILITIES BY PLUMBING BUILDING FAUCET-ELKAY MODEL LR-1511 WITH 18 6A 3/4'CAPPER /8Bed` � --GRAVEL SUMP CONTRACTOR CONTRACTOR TYPE 304 5TAINLE55 STEEL GON5TRUGTION, �•��%e- 3-HOLE FAUCET DRILLING5,LK-232-5-BH-5 STOP 4 WASTE VALVE DETAIL WATER PRE55URE REDUCING 5TAT1 ON DETAIL FRENCH DRAIN DETAIL STRAINNAELG�AUP-TrET A WRIST 2"BALL HANDLES,LK-99 5 STRAINER,I-12'P-TRAP AND I/2"BALL TYPE < NO 5GALE P-6 FLOOR MOUNTED 5ERVIGE SINK- KOHLER 1/2" 1/2" 2" 2" NO 5GALE NO 5GALE p K-6110"NHITBY"NU K-8440 WIRE RIM GUARD, u K-8928 FAUCET ASSEMBLY AND K-9142 STRAINER WITH DEEP 5EAL P-TRAP. - P-1 EXTERIOR H05E BIBS-ZURN Z-1310 --- 3/4" --- --- a a "ECOLOTROL"WITH REMOVABLE KEY,VAGWM BREAKER AND AUTOMATIC DRAIN. LENGTH TO SUIT WALL THIGKNE55. THERMOMETER MIXING VALVE FOR HOT WATER TEMPERED WATER P-8 EI FGTRIG WATER HEATER- RHEEM MODEL ER 3/4" 3/4" OPERATING REGIRGULATION LINE F'R052-2 WITH 4500 WATT UPPER AND LONER 3/4"HOT WATER LINE ELEMENT(NON-51MJLTANEOUS)240/60/1 VOLT THERMOSTAT 6A5 FIRED ROOFTOP CHECK POKER,AMTROL 5T-5 EXPANSION TANK,TdP AQUASTAT r VALVE UNIT CASING 6A5 PRE55LRE • HOT WATER 1 � Iy-PIPE FULL 51ZE REGULATOR VALVE. HOT HATER BRONZE PUMP:/25 HF)05 REGIRGULATION ,1,,111,,, TO JANITORS SINK 2#TO OZ. V41TH /4"FLAN( ALL BRONZE PUMP(1/25 SEE � 6RWND JOINT WITH 3/4"FLANGES,120 VOLT POWER. SEE • PUMP '—BALL VALVE(TYP) UNION III III I ~WALL PIPING DIAGRAM TH15 SHEET. ASME TBP P- 9 4'FLOOR MAIN -ZURN Z-415 WITH 8"m --- --- 4' --- RELIEF VALVE 2"VENT WALL GLEAN OUT 15TRAINER AND 4"DEEP SEAL P-TRAP. HOT FIXTURFS HATER LINE TO , `� UNION(TYP) = MA5HUNUAL MAIN VALVE WHERE GALLED OUT P-IO FRENCH DRAIN -ZURN Z-415 WITH 8'd 4" HEAT TRAP FITTIN6 I I I STRAINER,SEE DETAIL TH15 SHEET FOR GON5TRUGTION MATERIALS. GHEGK VALVE 3/4" SEISMIC BRACING STRAPS SEAL ALL AROUND NTH ANCHORED TO WALL - - __ SILICONE CAULKING P-II ROOF DRAIN-JAY R SMITH MODEL 1010 SIZE --- --- 4" --- FLOOR I }X SE EINK� GROUT SINK IN PLACE P-12 M 3/4'GOLD AMIROL 5T-5 L 0 5 FLOOR AND SET LEVEL 4"WITH UNDERDEGK CLAMP. LLJ WATER INLET WATER HEATER FLEXIBLE 6A5 � " GONNC-GTOR ROOF OVL1ZFlOW DRAIN-JAY R SMITH --- --- 4" -- f C/ 18"MAX. ODEL 1080 SIZE 4"WITH 2"HIGH WATER DAM, F W Q •_ EXPANSION TANK) Al! UNDERDEGK CLAMP. (� _ DIRT LE, .. :; Z a: Q - �' '"� '-' P-13 ROOF DRAIN DONAI SPOUT-JAY R SMITH ___ ___ q" �___ Q SAME SIZE Q DRAIN VALVE WITH AS DROP MODEL 1110 51ZE 4"WITH ROUGH BRONZE U 0 THREADED H05E GONNEGT. I FIN15H AND 4'DRAIN LINE GONNEGTION. & N N ROOF P-14 �2'FLOOR DRAIN -ZURN Z-415 WITH 5'41 --- --- 4' --- Lu J J 2"DRAIN LINE P-TRAP STRAINER AND 2"DEEP SEAL P-TRAP WITH C Q Q d ZURN 1022 TRAP PRIMER MOUNTED UNDER Q u WATER HEATER PIPING DIAGRAM ROOFTOP UNIT GAS LINE DETAIL FLOOR_ MOUNTED SERVICE SINK DETAIL NEAREST LAVATORY P-IS SEWAGE EJECTOR- LIBERTY MODEL --- 2" 2" G Z Z • NK� POM1 --- o L NO SGALE NO 5GALE NO SCALE TA (110 6AL W.PAGKA6E GPLLETE HIT4 ALARMS AND GONTROL PANEL. 120NOLT POWER REQUIREMENTS AT 12 AMPS. PIPE AS SHEET TITLE: P-16 BI-LEVEL DRINKING FOUNTAIN-ELK"MODEL ___ 12" 1-12" 1-12" EZ-5TLOG WITH FLEXI-GUARD BUBBLERS,1/2" MTERGONNEGTN6 PIOP AND 1-112" P N6 AND P. PROVIDE DRAIR PLUMBING 13RA55 GLEANOUT PLUS W/ DETAILS AND GOUNTER SUNK HEAD ' 16"5QUARE LONG PA ro SCHEDULES TROWEL 5MOOTH�D GHROME WALL GOVERi Ir`—MAY EXTEND AS A AND 5GREW WA5TE OR VENT FINISH GRADE WALL OPEN TO ATMOSPHERE .. PLL66EO TEE 3b"50UARE 1/8 G.I.BEND WITH GLEANOUT FLASHING UNDER DRAIN CONNECTION ROOF DRAIN OVERFLOW DRAIN PIPIN6 TO BE THE CONTRACTOR SHALL VERIFY 51N&LE PLY ROOF DRAIN ALL DIMENSIONS 8,CONDRIONS G.I.HASTE LINE. L FLOOR LINE MEMBRANE SAME SIZE TI THE DRAIN SHOWN OR IMPLIED 2'HIGH PAN CONNECTION SIZE LENGTH TO SUIT. PJ6ID INSULATION WATER z - DRAWING SCALE APPLIES TO -- \\\ DAM `E� 22"x3a"SHEErSIZE WASTE LINE 1/8 G.I.BEND NO LE55 THAN 2 TIMES THE REVISION DATE 1/8 BEND IF GLEANOUT (ROOFTOP UNIT DEEP 5FAL PIPE DIAMETER ORIGINAL DRAWING 516NED BY:OHAY1•E G.51DAHK5 • P-TRAP DATE OR16INAL 516*D: June 22,2016 OCCURS AT END OF LINE. BALANCE OF PIPING SAME ROOF DECK ORIGINAL ON FILE AT EN61FlffRED SYSTEMS ASSOCIATES A5 GLEANOUT TO GRADE. .. UNDERDEGK 1355 EAST CENTER,POGATELLO,IDAHO 83201 CLAMP ENGINEERED BY. GLEANOUT TO GRADE(GOTb) WALL GLEANOUT(WGO El ROL DRAIN ON ROOF S pNAL fN E s A ESYSTEMS ASSOCIATES CHECKED OVERFLOW LINE Q � 01STERFD yF�P 315 WEST CENTER 41 BY: DCS CLEAN OUT DETAILS ROOF DRAIN DETAIL CONDENSATE DRAIN (ROOFTOP UNIT) 5762 POCA83204IDAH0 NOB NUMBER: 12312-I6A NO 5GALE NO 5GALE q oP DATE: MAY 2016 • 'JC 5GALE O�Nf pF oyfc.� FAPHONE: �208)233-0529 SHEET of C, sU P200 ESA JOB NUMBER: BO4-O ELECTRICAL SYMBOL SCHEDULE GENERAL NOTES: (ALL SHEETS) SITE KEY NOTES Bridgeview O CT CAN,METER AND MAIN SERVICE DISCONNECT.SEE POWER RISER FOR ADDITIONAL i Blvd. ® FLUORESCENT FIXTURE 1. ELECTRICAL CONTRACTOR SHALL COORDINATE ALL LAMP TYPES WITH INFORMATION. - FIXTURE TYPE BEFORE ORDERING. - _ - --- - - ---- • ® FLUORESCENT NIGHT LIGHT(DO NOT SWITCH) 2. ELECTRICAL CONTRACTOR SHALL REFER TO THE MECHANICAL DRAWINGS -- - - - O2. PROVIDE AND INSTALL(1)4"AND(2)2'CONDUITS FROM NEAREST TELEPHONE SERVICE LOCATION O ' ® EXIT LIGHT(DIRECTIONAL ARROWS ON DRAWINGS) FOR EXACT LOCATION OF ALL MECHANICAL EQUIPMENT AND ELECTRICAL _ _ _ TO TELEPHONE TERMINAL BOARD LOCATED IN DATA ROOM IN BASEMENT.PROVIDE PULL WITH CONNECTIONS. n $ PULL STRING,COORDINATE TELEPHONE SERVICE LOCATION WITH LOCAL UTILITY COMPANY � m O CEILING MOUNTED FIXTURE 3. ELECTRICAL CONTRACTOR SHALL PROVIDE MINIMUM WORKING CLEARANCE PRIOR TO INSTALLATION. FO WALL MOUNTED FIXTURE AS PER NEC BEFORE INSTALLING ANY ELECTRICAL PANELS FOR CABINETS. 3 ^^`` 4. INSTALL ALL LIGHT FIXTURES IN MECHANICAL ROOM AFTER THE MECHANICAL --- O PROVIDE AND INSTALL 1"CONDUIT WITH PULL CORD FROM PANEL-"B"TO LAWN AREA FOR W ® RECESSED CAN FIXTURE EQUIPMENT IS IN PLACE,ADJUST AS NECESSARY.PROVIDE CHAIN _ --- FUTURE USE.TERMINATE IN GROUND BOX FOR FUTURE USE. T EMERGENCY WALL PACK LIGHT SUSPENSION KITS AS REQUIRED. , y� EF ( ® 5. REFER TO ARCHITECTURAL REFLECTED CEILING PLAN FOR EXACT FIXTURE / N TRAC LIGHT SYSTEM LOCATIONS,CEILING TYPES,ETC. _ r" 6. ALL FLUORESCENT FIXTURES SHALL BE SUPPLIED WITH T8(35K)LAMPS AND t °' SINGLE POLE SWITCH ELECTRONIC BALLASTS WITH-20%THD.UNLESS INDICATED OTHERWISE. 7. ELECTRICAL CONTRACTOR SHALL PROVIDE ALL CONCRETE PADS AS 3-WAY SWITCH 3 • REQUIRED ON ALL ELECTRICAL EQUIPMENT. ----- —- " ° 4-WAY SWITCH B. CONFIRM EXACT LOCATIONS OF ALL TELEPHONE DATA OUTLETS WITH ou 1 EXHAUST FAN TIMER SWITCH WATTSTOPPER TS-400-X OWCTRICANER CONR TO RACTOROUGH-N. _— 12 r 9. ELECTRICAL CONTRACTOR SHALL MOUNT SWITCHES AT 48'AND MOUNT WALL BOX DIMMER SWITCH.(SWITCH TO BE COMPAT.WILOAD SERVED) CONVENIENCE OUTLETS AT 18"OR AS SHOWN ON PLANS TO MEET T HANDICAPPED REQUIREMENTS. THERMAL OVERLOAD SWITCH WIPILOT LIGHT 10. LOCATE SWITCHES,OUTLETS,ETC.,SHOWN AT ROOM ENTRY DOORWAYS,AS ` d P 1-POLE SWITCH WITH PILOT LIGHT,-SEE SPECS. CLOSE TO DOOR FRAME AS POSSIBLE,SO AS NOT TO INTERFERE WITH ROOM / 2 C '+ CABINETS,ETC. " SWITCH SUPPLIED WITH EQUIPMENT,INSTALLED BY E.C. 11. SUPPORT ALL LIGHT FIXTURES INDEPENDENT OF CEILING. PUSHBUTTON 12. ELECTRICAL CONTRACTOR SHALL OBTAIN ALL APPLICABLE PERMITS FOR THIS WORK AND PAY ASSOCIATED FEES. Q' OCCUPANCY SENSOR POWER PACK&RELAY 13. MAINTAIN 24"MIN.CLEARANCE FROM ALL COMMUNICATIONS CABLES AND YFICE SPECIAL NOTE: • O$ SENSOR TO BE SUCH AS WATT STOPPER#W-1000A ELECTRONIC BALLASTS. OR UNENCO#C8001500 14. ALL BATTERY EXIT AND EMERGENCY LIGHTING TO BE CONNECTED TO THE THESE PLANS HAVE BEEN PREPARED WITHOUT UTILITY COMPANY COMMENTS.THE OW WALL MOUNTED OCCUPANCY SENSOR POWER PACK&RELAY UNSWITCHED LEG OF THE LIGHTING CIRCUIT IN THE AREA AS PER CODE. SENSOR TO BE SUCH AS WATT STOPPER#WA-200 15. UNLESS SPECIFICALLY INDICATED OTHERWISE,THE ELECTRICAL ELECTRICAL CONTRACTOR SHALL VICES WITH EXACT RITY COMPANY FOR THE ELECTRICAL AND TELEPHONE SERVICES WITH THE UTILITY COMPANY CEILING MOUNTED HALLWAY OCCUPANCY SENSOR POWER CONTRACTOR TO COORDINATE WITH ANY SPECIAL SYSTEMS SUPPLIER REPRESENTATIVES AND PROVIDE ALL WORK AND PAY ALL COSTS FOR COMPLETE $H PACK&RELAY.SENSOR TO BE SUCH AS WATTSENSOR PER /CONTR.,EX.DENTAL,MEDICAL,KITCHEN,EQUIPMENT ETC.THE EXACT AND OPERATING SYSTEMS,AS DIRECTED BY THE GOVERNING UTILITIES. O PACK&50 WITH ISOLATED RELAY ROUGH-IN REQUIREMENTS FOR THERE EQUIPMENT.ALSO UNLESS INDICATED - CEILING MOUNTED LARGE AREA OCCUPANCY SENSOR POWER OTHERWISE,THE ELECTRICAL CONTR.TO BE RESPONSIBLE FOR FINAL L CONNECTIONS TO ALL SPECIAL EQUIPMENT. _ $ PACK&RELAY.SENSOR TO BE SUCH AS WATT STOPPEROR #WT-2200 WITH ISOLATED RELAY 16. ALL CONDUIT/RACEWAY/CABLES,IS E CONCEALED IN WALLS APPROVED ABOVE — CEILINGS.IN ANY SURFACE WORK IS NECESSARY,IT SHALL BE APPROVED BY E PHOTOELECTRIC CELUSWITCH THE ARCHITECT/ENGINEER PRIOR TO. �T TIME CLOCK SWITCH 17. E.C.SHALL VISIT THE SITE PRIOR TO BID AND THOROUGHLY INVESTIGATE THE ___ ------ EXISTING CONDITIONS,AS THEY RELATE TO THE SCOPE OF WORK • DUPLEX RECEPTACLE(WFWTHRPRF,GFI=GRND FLT) DESCRIBED.MAKE NECESSARY PROVISIONS IN THE BASE BID TO -"""-""--"-- (S=SURGE SUPPRESSION IG=ISOLATED GROUND) ADEQUATELY ACCOMMODATE THESE CONDITIONS. -- .__..-..We.........-_ - — DOUBLE DUPLEX OUTLET(4-PLEX) DISCONNECT SWITCH (F=FUSED DISCONNECT) COMBINATION STARTER AND DISCONNECT SWITCH ® MAIN PANELBOARD Nib BRANCH PANELBOARD S ® TELEPHONE I DATA BOARD(GRND AS PER UTIL,CO) ENTRANCE CONDUIT(S) • BRANCH CIRCUIT-CONCEALED BRANCH CIRCUIT-IN FLOOR OR UNDERGROUND a-I'' BRANCH CIRCUIT-HOME-RUN TO PANEL op RECEPTACLE-15 OR 20 AMP RATED-SEE SPECIFICATIONS. 1 DRAWING NOTE(ON THE SHEET WHERE SHOWN) NORMAL POWER COLOR-(SEE SPECS) MECHANICAL 4"SQUARE EQUIPMENT OR DETAIL SYMBOL LU o JUNCTION BOX BOX SITE PLAN - ELECTRICAL _ OT THERMOSTAT Wl 112"CONDUIT W/PULL CORD TO MECH.UNIT* 9 20' 40' N S HVAC SYSTEM SENSOR W/1/2"CONDUIT TO MECH UNIT* ® SCALE:1"=20'•0" 0" 10' COVER PLATES-STYLE 8 COLOR Z I `+" CROSS LINES SHOW#OF COND'S.IF MORE THAN 2 RAISED RING O ®® TO BE AS PER SPECIFICATIONS. ,( ® --' • —ilk GREEN GROUND CONDUCTOR AND ISOLATED GROUND TO SUIT WALL CIRCUIT NUMBER TO BE WRITTEN ON CONDUCTOR NOT SHOWN. BACK OF COVER W/FELT-TIP MARKER OF FAN MOTOR CONNECTION POINT 0 ®® WHEN OUTLET IS CONNECTED TO U _j J AN EMERGENCY CIRCUIT,OUTLET -.J -.I �M MOTOR CONNECTION POINT ® Q 8 COVER PLATE TO BE RED. LI.I VOICE/DATA OR T.V.OUTLET-411116"SO.DEEP BOX WITH 1'CONDUIT TO ABOVE ;.;: ..;`. o Q Z Z r NEAREST ACCESSIBLE CEILING �-e ,`GRE14"ATOMIC CLOCK,LACROSSE#W73143 GROUNAIV OUTLET HUBBELL NSAV62M WITH POWER COMPARTMENT ON BOTTOM.W/SURGE RECPT.INSTALL (2)1"COND.FROM LVCOMPARTMENTTOABOVE ACCESSIBLE CEILING FRO EACH OUTLETTHERMOSTAT OR OSHOWN EC SHALL ALSO PROVIDE AND INSTALL(1)SOFT.RAPID RUN,GI-2-RATED,PC _ O MECHANICAL SWITCH — • RUNNER CABLE AND(2)INTEGRATED AN WALL PLATES.WITH RCANGNGNSOUND INSTALL _ (1)PLATE IN AN BOX.INSTALL THE SECOND PLATE AS DIRECTED BY OWNER IN FIELD,IN �`';"*-V.�,`'.' $ LIGHT SWITCH VERIFY WITH MECH. ONE OF THE J-BOXES SHOWN ON THE DRAWINGS. MUD RING ORIENTATION. SHEET TITLE: TYPICAL FOR ALL DEVICES- E.C. ELECTRICAL CONTRACTOR RECEPTACLE MOUNTING DETAIL CONVENIENCE OUTLET MOUNTED ABOVE COUNTER E�LECTRICAL SITE M.C. MECHANICAL CONTRACTOR NO SCALE ♦ TELEPHONE/DATA OUTLET s @MILLWORK Ile C.O.'S,DATA,PHONE etc.) PLAN, DETAILS G.C. GENERAL CONTRACTOR Q T.V.OUTLET A.F.F. ABOVE FINISHED FLOOR SUPPORT WIRE BY ELECTRICAL CONTRACTOR AND SCHEDULES � NOTES: B.F.G. BELOW FINISHED GRADE INDEPENDENT OF CEILING SYSTEM.(TYPICAL) A. ALL MOUNTING HEIGHTS TYPICAL BACKSPLASH V.I.F. VERIFY IN FIELD UNLESS NOTED OTHERWISE, NOTTOSCALE B. COORDINATE OUTLET HEIGHTS WITH MOUNT VERTICAL OR z 3 • "SEE MECHANICAL DRAWINGS FOR CONDUIT DESTINATION AND ARCHITECTS MILLWORK OWGS.TO HORIZONTAL TO MATCH 4 ROUGH-IN BOX MUD RING ORIENTATION. INSURE THAT OUTLETS WILL NOT FALL 5 V. * EXISTING DEVICES(TYP) POWER SUPPLY CONDUIT FOR 4'-0 CABINET CEILING OR WALL V'BOX. BEHIND CABINETS,BACKSPLASHES, * o a OR INTERFERE WITH WAINSCOTING,ETC. 3'-6" U TEE BAR GRID D. ALL SWITCHES AND THERMOSTATS (OR AS NOTED) ♦ Q COIMENSIT N SHALL VERIFY TO BE MOUNTED AS CLOSE TO ALL DIMENSIONS 8,CONDITIONS SHOWN OR IMPLIED DOORJAMBS ALL DEVICES O H OO COORDINATE ALL DEVICES WITH DRAWING SCALE APPLIES TO ARCHITECTURAL PLANS AND DETAILS. GENERAL COORDINATION NOTE: 22'X 34"SHEEr SIZE V 8„ * COORDINATE LIGHT SWITCH&OUTLET (OR AS NOTED) * MOUNTINGE.C.SHALL COORDIND EXACT DEVICE REVISION DATE HEIGHTS WITH ARCHITECTURAL WAINS- MOUNTING ITECTHGTS AND EXACT LOCATION WITH ARCHITECTURAL INTERIOR ELEVATIONS • COTING AND OR TILE WORK SO AS NOT REPORT CONFLICTS TO ARCHITECT ACOUSTIC TO FALL MIDWAY IN THESE FINISHES. "PRIOR TO ROUGH-IN" CEILING TILE _... - FINISH FLOOR SUPPORT CLIPS ALL SIDES DRAWN P.E.JOB#I641 BY: MMP Q �0 NAL AF CHECKED TYPICAL DEVICE MOUNTING HEIGHTS DIAGRAM �BiF�xv, �p��.,�4prY�npNE BY: TEP NO SCALE ORIGINAL SIGNED BY: 4 @ O JOB TODD E,PAYNE 827U JnC,. NUMBER: 12312-16A • DATED ORIGINAL SIGNED: Sy-�+�'-+�-�+O C- 5.23.2016 O PROJECT RECESSED LIGHT FIXTURE MOUNTING DETAIL ONFILE AT:NG �/� of e� I628E.lo, Idcter DATE: MAY 16,2016 PAYNE ENGINEERING INC. T �O W(20) 2-4 83201 NO SCALE la pD �,�. tal(208)232-4439 Fcac(206)232-1435 SHEEP E 1 00 of L16HT FIXTURE SCHEDULE 2 3 4 LIGHTING KEY NOTES iO CONNECTOCCUPANCY SENSORS AHEAD OF LOCAL SWITCHES,SUCH THAT WALL TYP DESCRIPTION MOUNT VOLT LAMPS MFGR. CATALOG # NOTES SWITCHES WILL FUNCTION ONLY WHEN ROOM IS OCCUPIED. O 2x4 RECESSED INDIRECT 1201 LITHONIA 2AVO-332-SBL-GEB O DUAL LEVEL SWITCH THE FIXTURES IN THIS ROOM SUCH THAT(1)SWITCH WILL H F1 3-LAMP W ICENTER PURFED 8 RECESSED 277 3-F32TB1SPX35 CONTROL THE OUTBOARD LAMPS,AND(1)SWITCH WILL CONTROL THE INBOARD STRAIGHT BLADE LOUVER BASKET H.E.WILLIAMS DIGS24332-WPRL-EB3•UNV LAMPS. RECESSED MONOSPOT ON O W F2 WALL ARTWORK RECESSED 120 MRi6 FLOOD,SOW CON-TECH LVR316 FJCTR324-SCBA 2 3O CONNECT OCCUPANCY SENSORS IN PARALLEL,SUCH THAT ANY CORRIDOR SENSOR _ WILL ACTIVATE ALL CORRIDOR FIXTURES. F3 4"LED DOWNLIGHT 201 GOTHAM EVO-35-1000-4AR-120 4O CONTROL WITH OUTSIDE LIGHT TIME CLOCK.PROVIDE CONTROL RELAY. RECESSED 277 INCLUDED o O5 CONNECT SUCH THAT EITHER SENSOR WILL ACTIVATE THESE LIGHTS. Q o 'E P o F4 PERIMITER COVE LED ROPE LIGHT IN PERIMITER PROVIDE WI ALL NECESSARY COVE 120 LED(INCLUDED) ELITE ER-LED-120-(LENGTH PER PLAN)-WW 3 MTG CLIPS,CONNECTORS,ETC. ■ `o WALL LITHONIA LES WIG 1201277 ELN EMERG.WIBATTERY LED EXIT LT. F5 (SINGLE FACE) OR CLG. 277 INCLUDED SURELITES GX-7170-GW O a o @ T-6 1201 d W F6 8"LED DOWNLIGHT RECESSED 277I INCLUDED GOTHAM EVO-35-2200-8AR-WD-120 n` U '� w Vl ar o 0 EXTERIOR EMERG.EGRESS LIGHT EXTERIOR LITHONIA AFN-(SCBA)EXT O2 F7RATED FOR WET LOCATIONS a WAIL@ 120V INCLUDED oo LSI CSNDB-CT O C Q _ .•, � &LOW TEMP.BALLAST 2 , RECESSED EMERGENCY LITHONIA LES WIG 1201277 ELN FA LIGHTING UNIT RECESSED 277 INCLUDED SURELITES GX-7170GW O 2x4 2-LAMP LAY-IN GRID 120 LITHONIA 2SP8 G232 RW A12125 MV GEB F8 TROFFER-PRISMATIC LENS RECESSED 2-F32T8ISPX35 H.E.WILLIAMS 5OG.S24-232-RA12125-EB2-UNV IX42-LAMP SURFACE 1201 LITHONIA VEL1270IH3612•N F9 WRAP LENS SURFACE 277 INCLUDED 1 2'2-LAMP OVER MIRROR WALL ABOVE 1201 2-F17T81SPX35 PRUDENTIAL WAL-6 SPLX 24T8 TMW MV M5 F10 UP I DNI LIGHT(LOUVER LENS) MIRROR 277 PAL TRP02-O-2'-W-OPIPB-F01M41NV-T8 4'2-LAMP OVER MIRROR WALLABOVE 1201 2-F32T81SPX35 PRUDENTIAL WAL-6 SPLX 42T8 TMW MV M5 F1 ID UP I DW LIGHT(LOUVER LENS) MIRROR 277 PAL TRP02-O4'-W-OPIPB-F01M-UNV-T8 • F11 CEILING CONFERENCE ROOM PENDANT SURFACE 120 A 1MPLOOW LED,3ALENT HINKLEY 46520E DOWN TO FIXTURE ASTRONOMICAL TIME CLOCK BELOW DECORATIVE PENDANT AT 1201 BRUCK 222-XXX1MP-721-MC.SCBA O FOR OUTSIDE LIGHTING F12 RECEPTION COUNTER PENDANT 277 INCLUDED F18 F18 F18 F18 F13 INTERIOR WALL SCONCE WALL 20 2 40W EQUIVALENT MINKA LAVERY 341357,IRON OXIDE S P 1 1 --- ALAMP LED,3500K _ -. I_- DE _ F1 F11 0 FIXTURE FIB - --Fi 11 F 10 ,... F18 • F14 1201 - ` 8"LED DOWNLIGHT RECESSED INCLUDED GOTHAM EVO35-2200-BAR-WD-120 F1 5 s s 5 S 277 i 2 F15 EXTERIOR LED WALL MOUNT WALLAS LED5700K O S 103 F4" UJI J W 0 (NON-DECORATIVE) PER ARCH. 120 LITHONIA OLWI4SCBA 2 U _ ' _ -- If WORK Q ..._ ---c L�� I- S-__.. OF)A �F1! F16 SAME AS F1,EXCEPT 2 LAMP 1 2 7,911-+-' _I F7 -I 4A L-- \ . Z LL _l 113 -_. F. .- .. -..._ _ O 1 F3(TYP)„b. LL _F1In� Ff 3 C— 1 s Q 0 WITH WIRE GUARD COVE 277 2-F32T6/SPX35 H.E.WILLIAMS 764-232-EB2-UNV WIRE GUARD) Y.J ;5L_ - $ s S � s 10y 1 07 3 --r F18 N N 4'2-LAMP OPEN STRIP LIGHT SURFACE OR 1201 LITHONIA C232 MVOLT GEB(WIRE GUARD) s JAN R T.R. F17 ( re J 9B HALLuj F1p DECORATIVE WALLAS 120 LED HINKLEY MANHATTAN 223502-G624 O F18 �_ I - F9 - a � U. 6L 8 WALL MOUNT PER ARCH. OFF s F ' 1 S 5 041 1 IORh;-- -' $ ...-- F2(Tl'P)„f' Q Z Z F19EXTERIOR GROUND LIGHT AT GROUND 7100100MH-TB-WFL-KM-PSSA-LPlSCBA O F1 1 _ 11fi - f RE FRR H - N MONUMENT SIGN.W/BARN DOORS 120 100 W.MH HYDREL WI BARN DOORS O S - �F7A F1 F1 F1 ` -1 - 125 s _ _ RECEPT w 3 ^� s F3 /\.b„ 102 gyp" F4'e" o FIXTURE NOTES: F7 — i QO _ S _...- - - g h a N F " REFER TO DRAWINGS AND OR DRAWING KEY NOTES FOR FIXTURES DESIGNATED TO BE DUAL SWITCHED. 2 " F 4 c' PROVIDE PROPER BALLASTING FOR DUAL SWITCH FIXTURE CONTROL. 4 - - SHEET TITLE: • ARCH. �.... 13- .-H L MAIN LEVEL �7�PAL „ � SCBA IN CATALOG NUMBER INDICATES-STANDARD COLOR FINISH TO BE SELECTED BY P F2 " 4 EFIB ALL F10 FIXTUES USED IN AREAS WHERE EXPOSED DUCTWORK IS BEING INSTALLED,SHALL BE PROVIDED 'a 14 F12 PLAN WITH CHAIN SUSPENSION KITS,TO SUSPEND DOWN BELOW DUCTWORK.COORDINATE EXACT FIXTURE F18 2 -- LIGHTING F1 F1 1 -_ F2_......FF2 F14 d" 0 b PLACEMENT IN THESE AREAS WITH MECH. - - - - OTHE SUFFIX"B"INDICATES A FIXTURE SUPPLIED WITH EMERGENCY BATTERY BALLAST.EC SHALL CONNECT zF. N THIS LIGHT TO FUNCTION NORMALLY WITH SURROUNDING FIXTURES,THEN DEFAULT ON DURING POWER OUTAGE. ' — - O CONNECT ALL F5,F7 AND F7A FIXTURES TO UNSWITCHED LEG OF LIGHTING CIRCUIT SERVING THE AREA. - tz, , � I � F7 OIN GENERAL,SWITCH LEG CONDUCTORS ARE NOT SHOWN,BUT IMPLIED. 1 ,y O F' _ A..:-.w, R t" _ S 1 - • Ft Ft 11 F1 F1 PROVIDE FIXTURE WITH FACTORY PEDESTAL.EC SHALL PROVIDE ALL REQUIRED MOUNTING HARDWARE FOR PROPER INSTALLATION.REFER TO DETAILS ON PLANS. - --- --- ---- ------ - - —- -- - -- -' - -" "- - "--"-" L \_ E TRY F6 FIB "' 100 F1B CONTRACTOR SHALL VERIFY ALL DIMENSIONS&CONDITIONS FIB F18 F18 SHOWN OR IMPLIED F18 _777FIB F18 F18 _ DRAWING SCALE APPLIES TO 22'X 34"SHEET SIZE REVISION DATE MAIN LEVEL PLAN - LIGHTING N— SCALE: 1/8"=1'-0" 0° 8 16' DRAWN P.E.JOB#1641 BY: MMP �SIDMAL�C CHECKED ORIGINAL SIGNED BY: QC�t1,vVSTf9Fp � BY: TEP a Q 9 PAYNE JOB TODD E.PAYNE n rinp Inc. NUMBER: 12312-16A DATED ORIGINAL SIGNED: 8270 �a cunewu ATE:�E�girreers ON FILE AT: I823 E.Center D T PAYNE ENGINEERING INC. 9T O! Pocatello, Idaho 53201 DATE: MAY is,2016 • To pp FQPJ�� tel(208)232-4439 fax(208)232-1435 SHEET E200 OF 1 LIGHTING KEY NOTES OCONNECT OCCUPANCY SENSORS AHEAD OF LOCAL SWITCHES,SUCH THAT WALL SWITCHES WILL FUNCTION ONLY WHEN ROOM IS OCCUPIED. O • O2 DUAL LEVEL SWITCH THE FIXTURES IN THIS ROOM SUCH THAT(1)SWITCH WILL N CONTROL THE OUTBOARD LAMPS,AND(1)SWITCH WILL CONTROL THE INBOARD L m LAMPS. AA,, OCONNECT OCCUPANCY SENSORS IN PARALLEL,SUCH THAT ANY CORRIDOR SENSOR W WILL ACTIVATE ALL CORRIDOR FIXTURES. 4O CONTROL WITH OUTSIDE LIGHT TIME CLOCK.PROVIDE CONTROL RELAY. 1 OS CONNECT SUCH THAT EITHER SENSOR WILL ACTIVATE THESE LIGHTS. Q o • m o � � W u m — V) u L v u �0 m m n u v � » C 1 s 1 • UP TO FIXTURE A80 STAIR UP TO FIXTURE 15 F FI( B08 ABOVE 1 F14 STAIR 106 BREAKS . F913 S Lu _J W O Ta F- U x Fi B01 F16B H Q Tr Z LL i6B s HAL Q O 1 0 21s(nPa ( U_ N N S W C Q Q F17 LL � F17 r -- Q Z Z t MECH. .-- Nil DATAICOM w r F1 � TRAI ) � g ( � P � 1 F17 BD l ( SHEET TITLE. STORAGE BASEMENT LEVEL FBO41 PLAN FIB LIGHTING F17 F17 I S F17 F17 !I r ' rr____ _ — — - ❑ CONTRACTOR SHALL VERIFY __i ....._ ALL DIMENSIONSBCONOMONS SHOWN OR• IMPLIED DRAWING SCALE APPNES TO 22'X 3C'SHEET SIZE REVISION DATE BASEMENT LEVEL PLAN - LIGHTING N 1 SCALE:1/8"=1'-0" 0^ 6' 16, DRAWN P.E.JOB#Ib4l BY: MMP ONA �p\STEA ��, BY: TEP • 4 ag L �P��AYNE CHECKED ORIGINAL SIGNED BY: @ Q O JOB TO DOE .PAYNE NUMBER: 12312-16A DATED ORIGINAL SIGNED: 85-23-2016 270 coo:A'q Eire— PROJECT PAYNE ENGINEERING INC. ON EAT: E OF \OVA- p catell Idaho daho b3201 DATE: MAY 16,2016 DDD &(208)232-4439 fox(205)232-1435 SHEET E201 OF 1 1 W ---- WP POWER KEY NOTES G OR ------�-�_ - -. 0 PROVIDE 1"CONDUIT FROM FLOORBOX TO ABOVE ACCESSIBLE o 2 _ CEILING.TERMINATE WITH INSULATED THROAT BUSHING. --- PROVIDE PULL STRING. To N � � 1 WORK A`1 ' SUPPL 3 STAIR -....- ....._.....,. O2. NEW SERVICE EQUIPMENT AND METER BASE;SEE POWER L m 113 - B - _ - - RISER FOR ADDITIONAL INFORMATION. O A-2,4 OFF OF O3 RECEPTACLE FOR DISHWASHER.COORDINATE LOCATION WITH • 106 - CONE ,1 - EQUIPMENT PRIOR TO ROUGH-IN ` 4 --- 103 3�32 PROVIDE(4)2"CONDUIT SLEEVES FROM DATA ROOM B06 TO ACCESSIBLE CEILING SPACE ON MAIN FLOOR;TERMINATE WITH m m y "A' "Al" 12 P HALL O5 INSULATED THROAT BUSHINGS.SLEEVES SHALL BE r CONCEALED IN WALL. Q a o P10. 112 d FLUSH IN FLOOR POWER AND VOICEIDATA FLOOR BOX BOX TO BE SUCH AS HUBBELL GFI 2 4• COVER&CARPET FLANGE NO:3SFBC(COLOR BY ARCH) ■ m Box NO.3SFBC( `?� SERVICE PLATE RO'S:35ULLY�FBRPTCONV)ENIENCE OUTLET � w JAN .R. T.R. O Q- ( 1 w - 109 108 101 3SFBTP ENT WIT OW Cn u y VERIFY EXACT PLACEMENT WITH OWNER,PRIOR TO ANY ROUGH-IN. s_ N THESE FLOOR BOXES REQUIRE A FLOOR COVERING INSERT,THE ELECT.CONTR.TO f O1 y °' F --I HALL WORK INCLUDE IN HIS BID THE COST TO PROVIDE FLOOR COVERING INSERTS FOR ALL HALL 42" FLOOR BOXES.INSERT MATERIAL TO MATCH OR COMPLIMENT THE SURROUNDING f u o d 1 115 116 2 42" ,y FLOOR FINISH. �. U COPY ° a REFRESH Q= 104 ECE RPT. _ N 125 102 © INSTALL IN ARCH.MILLWORK.E.C.SHALL COORDINATE EXACT a 123 PLACEMENT AND CONDUIT ROUTING PRIOR TO ROUGH-IN. y p-18,20 A-20 P LL Lh ?� O7. PROVIDE AND INSTALL(4)112"CONDUITS FROM PANEL-'B'INTO 6' THIS SPACE FOR FUTURE USE. 1 HALL O ry� ® COORDINATE DEVICE PLACEMENT WITH OWNER PRIOR TO F1201 P ROUGH-IN. WP • WP - 6 GFI GFI y CONE III-IYI� OFF. WAITING 19 122 OFF OFF. / 5 1 11 118 ElENS Y ®® El MAIN LEVEL PLAN - POWER N- 1 SCALE:1/8"=1'-0" 0" 6' 16' • ,WJ W 0 U = Q B08 1 Q 0 1 N J J'� .� STAIR B-8 J J O 42*GFI BR 105 C W LL BREAK Q Z Z 314'.3 -- -_ • +G U B 55ND T.R. _ 2' --- B 071 ~ 3 3 • e w Vl HALL SHEET TITLE: 1 B02 FLOOR PLANS B07. 4 POWER �2 B'16 DATAICOM FB-0-61 CL - 1 O — CONTRACTOR SHALL VERIFY ALL DIMENSIONS&CONDITIONS SHOWN• R IMPLIED STORAGE T G B04 DRA INGSC 22"X 34"SHEET SIZE O _ REVISION DATE 1 • DRAWN P.E.JOB#164T BY: MMP +• __-- _-_ �� �yg�Ow1L CHECKED 9TF F,yFi B TEP - ORIGINALSIGNEDBY: 4�acQ�'G19�Oy� FPAYNL JOB TODD E.PAYNE NUMBER: 12312-16A DATED ORIGINAL SIGNED: 8270 O he6ri g Inc. Co ffingEq.— BASEMENT LEVEL PLAN - POWER N- 523-28i6 N PROJECT 1823 E.Center SCALE:1/8"=1'-0" �^ 81 16' ON FILE AT: 4T OP Pocatello, Idaho 83201 DATE: MAY i6,2016 PAYNE ENGINEERING INC. 1 lOD FQP��4, tel(208)232-4434 fax(208)232-1435 SHEET E300 OF -i D MECH. CONNECTIONS KEY NOTES 0 CONNECT RECIRC PUMP TO NEAREST UNSWITCHED 120V.POWER.CONTROL WITH AQUASTAT. OFF, O MAKE ALL REQUIRED CONNECTIONS TO SEWAGE LIFT AND CONTROLS.SEE MECH.DRAWINGS. O v h n WORK ® 10 STAIR 113 SUPPL ® _— 0110 CONE T RT 103rl RT-1 1 2 8 Q CT — ....iHALL RT-2 s E - i 4T I �T J 112 3_ -- To 3_ � o o u ' 3, L N L L J /� JAN R. G — T.R. ` ® HALL WORK ` y �•' ® 115 116 HALL OFF. COPY REFRESH 104 RECEPT. C a « 6 RT-3 123 L#1�>l 102 L p a HALL 120 RT-4 S 121 OFF. WAITING 122 TEINTRY OFF , OFF.11 118 ® ®® [j El ROOF TOP HEATING 4 AIR CONDITIONING UNIT SCHEDULE -- — SYM. CFM BLOWER H.P. CHAR MCA CIRCUIT FEEDER REMARKS MAIN LEVEL PLAN - MECH. CONN. N— RT * 1200 1.5 208/60/3 27.0 Al-19 112"C.,3412+GROUND CONNECT ROOF TOP UNIT RECEPT.TO CIRCUIT At-1 SCALE: 1/8"=1'-0" 0• e' 16' 2T 1000 0.5 20816011 22.0 Ai-22 RT * 1200 1.5 208/6013 27.0 Al-26 Lu 3 4T * 1995 2.0 208/6013 27.0 Al-25 J W 0 t: U = -- - ---___—� * ALL ROOFTOP UNITS TO COME WITH FACTORY INSTALLED STARTER/DISCONNECT AND CONVENIENCE OUTLET H Q STAIR B08 ? O -- -- -- CONDEN51 NG UNIT 5CHEDULE U 0 vi -- STAIR SYM. CHAR. MCA CIRCUIT FEEDER REMARKS J J 105 W BREAK 1U 208/6011 8.3 8.34 112"C.,2412+GROUND PROVIDE AND INSTALL A LOCAL DISCONNECT � 1L 1L BOS Q Z Z • ---- T.R. 2U 208/6011 21.9 B-38 112"C.,3410+GROUND Bat• o 3 3 HALL MECH. EKI FAN COIL UNIT 5CHEDULE (ELECTRIC) SHEET TITLE: Bw p DA COM T SYM. CHAR MCA CIRCUIT FEEDER REMARKS FLOOR PLANS 2 > MECHANICAL 1 BO6 F•1 iC 120/6011 1.2 B-21 112"C.,2412+GROUND POWER RN S FC 1 GR FURNACE AND DX COOLING C01 L SCHEDULE T SYM. C.F.M. H.P. CHAR. CIRCUIT FEEDER REMARKS UH RAINING e1 2-N10+GROUND 803 1 1200 1 113 120/60/1 B-23 112"C•,2412+GROUND PROVIDE AND INSTALL A LOCAL DISCONNECT CONTRACTOR SHALL VERIFY ALL DIMENSIONS&CONDITIONS SHOWN OR IMPLIED STORAGE ELECTRIC HEATER SCHEDULE DRAWING SCALE APPLIES TO 804 SYM. KW CHAR CONTROL CIRCUIT FEEDER REMARKS 22,x 3R'SHEET SIZE REVISION DATE e3.0 208160/1 WALL T-STAT B-27 112"C.,2412+GROUND DRAWN --.---- ❑ P.E.JOB#1641 BY: MMP NAL �p�STFq%L BCHECKED TEP TO ORIGIN E L SIGNED BY:AYNE4e @ O�� MAYNE BASEMENT LEVEL PLAN - MECH. CONN. N— 5-223206R1G1NAL SIGNED: 8270 , g Dg lnC. NUMBER: 12312-16A Coneull'ngE freers PROJECT SCALE: 1/8"=1'-0" o^ 8' 16' ON FILE AT: ',� e� 1823 E.Center DATE: MAY 16,2016 PAYNE ENGINEERING INC. T O Pocatello, Idota 83201 joUFQ� � tel(206)232-4439 fax(208)232-1435 SHEET D E301 of FIRE ALARM 5Y5TEM NOTES: o SPEGIAl- NOTE: * FIRE ALARM SYSTEM CONDUIT AND OR CABLE ROUTING SHALL BE 1 DO NOCLASS T INSTALL S MCIRCUIT OE THAN(10)HORN I STROBES ON ANY EXCEED 400 FT. F N0.SINGLE DETERMINED BY THE ELECTRICAL AND FIRE ALARM CONTR'S.TOO 14 WIRE IN THETOTAL LOOK MEET THE SPECIFIED DESIGN CRITERIA. H * SUBMIT SHOP DRAWINGS AND REQUIRED CALCULATIONS TO THE FIRE ALARM SYSTEM LEcSEND 2. NFPA ALLOWS HORN/STROBES TO BE MOUNTED AT A HEIGHT RANGE AUTHORITY HAVING JURISDICTION.OBTAIN A WRITTEN LETTER BETWEEN 8070 96"ABOVE FINISH FLOOR.THE PREFERRED HEIGHT IS m OF ACCEPTANCE OF THE PROPOSED SYSTEM.INCLUDE WITH 80".IF THIS CONFLICTS WITH OTHER TRADES OR ROOM FURNISHINGS, R - SHOP DRAWINGS SUBMITTAL TO ENGINEER. SYMBOL DESCRIPTION MOUNTING LOCATE AS CLOSE TO80"AS POSSIBLE,NOT EXCEEDING 96".ALL FFACPI FIRE ALARM SYSTEM CONTROL PANEL(EXISTING) WALL-TOP @ 6'-0 HORN/STROBES IN A COMMON ROOM OR LINE OF SIGHT SHALL BE LOCATED AT A COMMON HEIGHT. 2"C F-AN-N-1 FIRE ALARM SYSTEM REMOTE ANNUNCIATOR PANEL WALL-TOP @5'-0 3. MOUNT PULL STATIONS AT 4648"A.F.F.TO THE OPERATING HANDLE °m0 Q FIRE ALARM SYSTEM SMOKE DETECTOR CEILING TO MEET ADA REQUIREMENTS. SYNC. • CONTROL TYPICAL @ H FIRE ALARM SYSTEM HEAT DETECTOR CEILING 4. DO NOT CONNECT THE FIRE ALARM SYSTEM TO ANY DEVICE WHICH o 3 STROBE CIRCUIT HAS A POWER HELD CONTACTS.(FLOW,TAMPER,HOOD SYSTEM, a 0 s (*)ED FIRE ALARM SYSTEM CHIME/STROBE WALL @ 80" DUCT DETECTOR,ETC..FALSE ALARM WILL OCCUR. o m TYPICAL NOTIFICATION (*)C>E FIRE ALARM SYSTEM HORN/STROBE WALL @ 80" 5. ELECTRICAL CONTRACTOR SHALL SUPPLY AND INSTALL CONDUCTOR E w - APPLIANCE CIRCUIT () FIRE ALARM SYSTEM HORN(OUTSIDE W.P.) WALL @ 10'-0 QUANTITIES PER FIRE ALARM SYSTEM SUPPLIER,AND AS PER NFPA 01 WP *>m"P AND NEC REQUIREMENTS. N (*)Q FIRE ALARM SYSTEM MINI HORN/STROBE WALL @ 80' 6. DO NOT INSTALL ANY SMOKE OR HEAT DETECTOR WITHIN 3 FEET OF L 3 � m °i � - TYPICAL INITIATING ANY AIR DIFFUSER. N U °' c FIRE ALARM O O DEVICE CIRCUIT CEILING MOUNTED HORNISTROBE CEILING = ° ° CONTROL PANEL H FIRE ALARM SYSTEM PULL STATION WALL @ 48" 7. DO NOT EXCEED 2500 FEET ON ANY ADDRESSABLE DEVICE RUN.DO L ` v s c S NOT EXCEED 120 DEVICES ON ANY ONE ADDRESSABLE DEVICE RUN. a ° (FACP) O FIRE ALARM SYSTEM STROBE CEILING p • i, B. ALL AIR HANDLING EQUIPMENT 2000 CFM OR MORE MUST BE SHUT FIRE ALARM SYSTEM STROBE WALL @ 80" DOWN UPON FIRE ALARM AS PER LIFE SAFETY CODES. REMOTE ANNUNCIATOR 1-7 MAGNETIC DOOR HOLDER SEE SPECS. 9, ALL CLASS"B"INITIATING CIRCUITS WITH ADDRESSABLE DEVICES ANN CIRCUIT ® FIRE ALARM SYSTEM FAN RELAY SEE MECH. NEED EOLR.(END OF LINE RESISTORS). MECH.EQUIPMEMT Ts FIRE SPRINKLER SYSTEM TAMPER SWITCH SEE MECH. 10. IN CORRIDORS,HORN I STROBES MUST BE LOCATED WITHIN 15' FAN SHUT DOWN FROM ENDS OF CORRIDORS AND A MAXIMUM OF 100'SPACING. - fs FIRE SPRINKLER SYSTEM FLOW SWITCH SEE MECH. 11. PROVIDE THE REQUIRED CANDELA RATING OF ALL HORN I STROBES DOOR HOLDER 4}9 I FIRE SPRINKLER SYSTEM WATER GONG(120V) SEE MECH. ACCORDING TO ROOM SIZE,ETC. CIRCUIT (*) NUMBER IN PARENTHESIS NEXT TO DEVICE DENOTES CANDELLA 12. HORNS I STROBES TO BE SYNCHRONIZED TO PROVIDE A 3-3-3 RATING IF MORE THAN 15. TEMPORAL PATTERN. • TO TELEPHONE BOARD 13. ALL WIRING AND CONDUIT ROUTING TO BE AS DESCRIBED ON SUPPLIED ` CONDUIT(fYP) SHOP DRAWINGS.FIRE ALARM PLAN IS SHOWN FOR GENERAL LOCATION AND LAYOUT ONLY. FIREALARM RISER V I ASRAM 14. THE FIRE ALARM SYSTEM TO BE IN COMPLIANCE WITH ALL APPLICABLE LOCAL,STATE AND ADA REQUIREMENTS. NO SCALE 1 • STAIR B08 OFF. STAIR Lu WORK SUPPL ® 1 STAIR 105 J W O 113 111 � -- rl �4 OFF. -- I.- U = T.R. Q 110 El CONE __ B01 Z fL -_ 103 1 BBEAK p _— IQ, 0 �- U J J • HALL 0 112 O HALL J J - _ ® B02 C U. ILL. Q--- JAN R. T.R. Z Z w N 109 108 107 .. ... WORK DATA/COM TRAINING ~ ~ l>�I 116 p®4 HALL MECH. BO6 B03 B01 d REFRESH 104 RECEPi. SHEET TITLE: � 015: HALL � COPY �4 125 102 STORAGE Fm BO4 FLOOR PLANS C� FIRE ALARM HALL ' 0 120 wp CONE 0011 121 OFF. WAITING El 19 122 101 0 F { y, OFF. CONTRACTOR SHALL VERIFY 11 �f 116 �O (�f' IIILLL����III ENTRY SHOWN OR IMPLIED ALL DIMENSIONS&CONDITIONS f` — -- __ --� ❑®® 100 ❑ ❑ DRAWING SCALEES TO 22'X 34"SHEEPEr SIZE REVISION DATE BASEMENT LEVEL PLAN - FIRE ALARM N— MAIN LEVEL PLAN - FIRE ALARM N— SCALE:1/8"=1'-0" 6 SCALE: 1/8"=1'-0" o° 8' 16' DRAWN P.E.JOB#lb4l BY: MMP 4, / �5%Q L CHECKED �G,STE BY: TEP gF � �RAYNE JOB ORIGINAL SIGNED BY: ? @ O ►�g8 TODD E.PAYEE NUMBER: 12312-16A • DATED ORIGINAL SIGNED. 8270 CUP, consulun9 Erglnears kra 5.23-2016 O PROJECT ON FILE AT: 9 P� 1623 E.Center DATE: MAY 16,2016 PAYNE ENGINEERING INC. TF OF AO Pocatello, Idaho 0201 .. l0 eP'�' tel(206)232-4439 fax(20b)232-14355 SHEEP E400 OF BUILDING BUILDING EXTERIOR INTERIOR O METER BASE PROVID N M $ AND INSTALLED BY E.C. "EMT CONDUIT NEMA 3R,40OA13P FUSED METER BY LOCAL UTILITY L �11 SERVICE DISCONNECTCOMPANY WI400A FUSES.SERVICE PANEL PANEL W ' ENTRANCE RATED PROVIDED AND INSTALLED BY E.C. MAIN TELEPHONE BD. a NEW PAD AND PAD MOUNTED SIZED PER POWER CO. SERVICE a °. TRANSFORMER PROVIDED AND MAIN ' INSTALLED BY LOCAL UTILITY CO. 11/2"C.,4-Ri+GROUND 96 B.C. 314"C.,1-11110 Cu DISCONNECT v 3 L w M 12"(MIN) ROUNDING ELECTRODE e e Q N y u 18"(MAX) SYSTEM,SEE DETAIL THIS # IF # �I��I�� m (2)2"C.,EA. SHEET � Hi y ;i NEUTRAL TO EARTH GIRD. W N o o c N W/443/0 79 � N3 BOND AT THIS POINT ONLY t u MAIN FLOOR O S a N II II � a 111211C.,4ak1+GROUND _ r— UFFER (L WATER BLDG. GRND GRD. MAIN STEEL UNDERGROUND PRIMARY BY `--UNDERGROUND SECONDARY CONDUIT W/4#3/0+14f3G < RODS LOCAL UTILITY COMPANY AND CONDUCTORS BY LOCAL UTILITY COMPANY. -4- FPANELI BUILDING GROUNDING DETAIL e, NO SCALE POWER RISER DIAGRAM NO SCALE BASEMENT PROJECT:12.1-15TAMERICAN TITLE PROJECT:1281.01EAMERICANTRLE PANEL NAME:12 ANELTYPE:MAIN WGSONLY MOUNTING:BOTTO IpAyNE PANEL NAME:A PANEL TYPE:MAIN LUOB NLY MOUNTING:FLUSH �e PNICLVOLTME 1P0110BY—]B PANEL RATING: /OO AM 8 FEED ME:BOTTOM � y�E W O PANEL VOLTAGE 120GOBY—J P MBR RATING: 126 AMPS FEED TYPE:BOTTOM OrserNB_mc'..-.-R, nc W PANEL LOCATION; BR RATING NIA AMPS ENCLOSURE:NEMAi cvr- PANELISUCELOCATIOWCOEL: DIMENSIONS: NIA AM B ENCLOSURE:NEIMi .,:i„"', U PANEL MAKE680GEL:80D:N0 DIMENSIONS: A.I.C.RATWG:22k Alp `" PANEL MAKESBODEL:SD D:NC DIMENSONB: A.I.C.RATING 23kAq '""5p"' '"""� CNT BRK LEAD BRK PHASE PHASE PHASE BRK LWD BRN CNT CNT B0.K LOAD BRK P E PHASE PNABE BRK LMD BRK'CKT F LOAD NAME LOAD NAME By NO. NOTE WA 9 AMPS POLE A C POLE AMPS WATTS NOIE NO. NO. NOTE LOAD NA0IE WATTS AMPS POLE B C POLE I ATTS LOM NOTE NO. 1 ROOFTOP RECEPTACLE fi 0 PO 1 ... B 1 20 PREPAREDSPACE 2 1 LIGHTMG 12. 20 1 INC 1 SO. RECEPTACLE. 2 �M L Q ] SPAR! 10 1 0 1 20 PREPAREDSPACE 1 9 LIGHTWO 1200 30 1 Yx00 1 000 RECEPTACLE. 0 L _ S SPARE 20 1 0 1 x0 PREPAREDSPACE B B LIGHTWO 120D 20 1 2200 1 ON RECEPTACLES 0 0 1 IS 100 RECEPTACLES B SPARE 20 1 0 O 1 30 PREPMEDSPACE I p LIGHTING 1200 10 1 9 00 2200 1 ON RECEPTACLES I U 11 PREPARED SPACE 20 1 D 1 30 PREPARED.PAC! 11 11 LgMTINO t200 PO 1 2300 1 000 RECEPTACLES 19 J J 1 13 PREPAREDSPACE 20 0 1 x0 PREPAREDSPACE 10 13 MT30E LIGHTING 1000 PO 1 00 1 OOO RECEPTACLES 11 J ' 16 PREPAREDSPACE SO 1 0 1 20 PREPAREDSPACE 1. 1. SPARE 20 1 1000 1 00D RECEPTACLES 1. LU 17 PREPAREDSPACE YO 1 0 1 20 PREPARED8PACE 1S 11 .PARE m 1 lo0D 1 00o RECEPTACLE. iS 1B RTN Y 0 b ] 2601 1 ID PREPAREDSPACE M 1p .PARE M 1 100 1 00D RECEPTACLES 20 U- LL Ri 2 0 JD 6000 2 29.00 RT. Y9 21 SPARE 20 1 1000 1 00 INS ]D BDDO JO 2.00 - RI2] PREPAREDSPACE000 RTM 1 0 JO ] 6000 ] JO 9.00 18 000 0 JO ]0 RB00 - 3B 2T PREPAREDSPACE000 P 0 ]0 fi000 90 Y.00 - ]04p PREPAREDSPACE 1000 1 000 RECEPTACLES20BRK NOTE TOTAL CONN.IVAL 8000 t00W /000 J1 PANELAt 8000 422 ] B 00 1 1000 RECEPTACLE. u � AMRCFAULTBREAKER GP•GFEPO REAKER TOY, -.N.AMPS: B] 89 BJ FEDFROM: JJ 10000 11000 1 20 1000 RECEPTACLES IIHUNT-TRIP BREAKER G•GFCIBR AKER 1 TALDEMANDAMPS: N CONDUIT-E:SEE POWER RISER Jb 10000 11000 1 20 1000 RECEPTACLES ]B PWERLINKBREAKER FEEOERBGE:SEE POWER RISER ]T PANELB 6200 J B00 1 30 SPARE ]BOLEDLOCK-0UT TYPE ]p 8200 8200 1 PO SPARE1011 TxaB INC 1 xo .PARE 12 SHEET TITLE: BRK NOTES: TOTAL LM M 1VAg x ell 9.Fol 2gal r AMRCFAVLT BREAKER OP•OFEPD BREAKER TOTALCONl�.AMPB: BB 223 Pi] FED FROM: POWER RISER S•SHUNT-TRIP BREAKER G•GFCISREAKER TOTAL DEIMN AMPS: 208 CONDUIT BQE:SEE POWER RISER AND PANEL p.POWERLIIN BREAKER FEEDER BGE:SEE PCWER RISER R•REDHANDLEDLOCK-0UTTYPE SCHEDULES PROJECT:12B1.1STAMERICAN TRLC PANEL NAME:B PANELTYPE:Mul I LUGS ONL' MOUNTING:FLUSH yNE PANEL VOLTAGE INCIDSY-00 PANEL RATING: 36 AMPS FEEDTYPE:BOTTOM PAN EL LOCATION: NOR RATING: IAAMPS ENCLOSURE:NEMAi _ PANEL MAKEARODEL:SG D:NO DIMENSIONS: A.I.C.RATING:10kAIC CKT BRK LOAD BRK PHASE PNABE PHASE BRK LOAD NAME � BRK'CKT NO. NOTE11 LOAD NAME WATTS AMPS POE p B C POLE AMPS WATTS LOAD NAME NOTE N0. 1 LIGHTING 120D 20 1 22N 1 x0 ION RECEPTACLES 2 ] LIGHTING 1300 PO 1 1200 1 SO 1000 RECEPTACLES 1 r bIWATERHEATER LIGHTING 1900 20 1 2200 1 20 1000 RECEPTACLES B 1PREPAREDSPACE 1000 1 20 t000 RECEPTACLES S ePREPAREDSPACE 1000 1 PO 1000 RECEPTACLES 10 11PREPAREDSPACE 1000 1 RO RECEPTACLES 11 CONTRACTOR SHALL VERIFY ALL DIMENSIONS&CONDITIONS 1JPREPAREDSPACE 1000 1 20 1000 RECEPTACLES 1/ SHOWN OR IMPLIED 1. PREPAREDSPACE GOOD 2 60 0 RANGE 18 00 1TPREPAREDSPACE 0000 80 1000 1S 1BPREPAREDSPACE loll 1 20 1001 RECEPTACLES 20 DRAWING$CALEAPPLE$TO PtFLN 100 30 1 1100 / 30 f000 RECEPTACLES 82 22'X34"$HEFT SIZE ' SJEll 1000 20 1 20DO 1 20 1000 SE WAGE EJECTOR L 2SWATER SOFTENER 200 PO 1 200 1 j SPARE SB REVISION DATE 20 P2.D JO 2260 1 SPARE 2S 2B 8260 10 xNO 1 SPARE 30 J1 .PARE 20 9 ;2- 1 SPARE J2 _ J] 20foal P Ill cull ]1 r J6 SPARE 3o f000 1000 ^ JB ]T SO ] 2000 CU12 ]1 2olD woo20 2000 2000 ` 42 DRAWN ' BRA NOTES: TOTAL CONN.I N: 6100 0200 72H P.E.JOB#IW BY: MMP AMRCFAULTBREAKER OP•GFEPD BREAKER TOTALCONN.AM S: 1J BB BO FED FROM:AJT \oNAL 8"SHUNT-TRIP BREAKER G•GFCI BREAKER TOTAL DEMAND AMpB: 11 CONDUIT.-:SEE POWERRISER GJOj CHECKED R=ERLIDLED LOCK-0UT TYPE fEEDER812E:SEE POWER RULER ORIGINAL SIGNED BY; Qe��Q�`g TE�FO i�. PAYNE �OB TEP TODD E.PAYNE NUMBER: 12312•16A DATED ORIGINAL SIGNED: 8270 g �C CDncworG�BM6 PROJECT ON FILOE AT: A,� ` Pocatello, E.lo, terIda DATE MAY 16,2016 PAYNE ENGINEERING INC. T O Pocatelb, Idaho H3201 to p F QO tel(206)232-4434 fax(206)232-1435 SHEET p E500 of RECEIVED SUPPLEMENTAL STRUCTURAL CALCULATIONS S P 0 Z 2016 FOR CB`r`®FTWIN FALLS First American Title Co. BUILDING DEPT. Twin Falls, Idaho (To be used in conjunction with original calculations) For Myers Anderson Pocatello, Idaho 4 'rF°F i W. soy AHJ ENGINEERS,PC STRUCTURAL CONSUL 'ANi'S 5418 N. Eagle Rd. #140 Boise, Idaho 83713 208.323.0199 p ct#16 .00 i ua yr xa• m�vy to ! c 4.� a ----------------- — �_.. _ . rm.e�vat Ar r------------------ — :• ...,"•Drag ....-. _. . E Txt em-r o »L ORDC[ep. 1 i DDA Yil11TM I I �� � � P � Q�; I +�— n Q � • ;F ®tGQVVe4tl 4>].• I I .� I (' ^' 71. '• r {� cro. uilxmil �p•L�` _ ' —^. i to V P 1 l�r r.•.y D•.>-^T FE C< r-r' Y m I I I f ` .. .. uj '•'U x it i I QJ F Uo (�I R N V Y D I� C. I tI li *.----�J jt+,.yX —...cam ._-I__.. L.JC _. I I � �. �i L� � .. "•p_ '.. '` �• BASEMEN ' � FLOOR PLAN y T I I II Yl :.r me I r�• un ur � r-r ...» :. ..,� es ram• u-0 r v ma mr RASE 1ENT PLODR PLAN Dom. n.r w.xr 5Cd1.E, A..(-O d( Al O1 V I I i � ? i i � . ' I j 2� 3�I. ,k2' •� i } ..� I. I I ! j L. I .I_�. -�!�.`f^' ...�'! � _.+ ..! I I I I. ! ;. • •-} � I I @��p,°Qc.l. ( I � ( I-� .}. ! i I L. i . Ii ! �I i ! ! 1 ! .� ! I ..I._ . �. , .! \�O M\ n �� I I ! I ` j ! ( J I , ' .I i I I .I. } �- `• !A� � '�'(+�c, • - ; I I I I . 1 T�1 ! I I ! I ; i ' � 1 ' ! L.i ! i ). ! ^i ��' 1 i i p`�i' � j�^-i.,.•,v i...,! i i s � 1. . � I ' i } i I I ..' f �• j I _� ? , I- ' �.. i i l I i 1. i } !. ; i i � ! I . _..,. ; { . k � l 1 , � � - ' I I� •! �_ ; 1 ;. _I 1 � i _ I•��- i i � 1 � i ; - -i ! ! , I .i. } I ! 1 I I I ; , , ! Ei AHJ NO. i DATE: er .I 1 SHEET NO. ` PROJECT BY: l 'z.,an ��`�-�-i t AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS g F 0 R T E 0 MEMBER REPORT Level,Copy ofJ4 FA ED 1 piece(s) 20"T3I@ 560D @ 12" OC This product failed due to an excessive uplift o ,_5 Ibs a'support located at •" kb M�1�� r Overall Length 43'6" i j + + 0 0 s 12' � 31'6" a a o : All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. • DeSlgn,RESUItS:.,,i;•:;;•':;;. .,a;Actual(gia:acaUan;;,!,: ,Allowed ,Re5'tlft ':` LDF, LoadsCombinatioii(Patteiri)';. System Floor Member Reaction(Ibs) 1471 @ 43'1/2" 1471(2.00" Passed(i 0%) 1.00 1.0 D+1.0 L(Alt Spans) Member Type:3olst Shear(Ibs) 2018 @ 12'1 3/4" 3345 Passed(60 0) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) -10690 @ 12' 16435 Passed(65° ) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.630 @ 28'11 1/2" 1.035 Passed(L/59 ) -• 1.0 D+1.0 L(Alt Spans) Design Methodology:Aso Total Load Defl.(in) 0.727 @ 28'it 11/16" 1,552 Passed(U51 ) 1.0 D+1.0 L(Alt Spans) TJ-Pro'"Rating 43 Any Passed Z — •Deflection criterla:LL(L/360)and TL(1./240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 6'4 1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis Is based on composite action with a single layer of 23/32"Panel(24"Span Rating)that Is glued and nailed down. •Additional considerations for the T3-Pro'"Rating Include:1/2"Gypsum ceiling. ':;t' "tr �Be'a"F(ngasti'gth` 'Loads'to'Suppoits,(Ibs).; is 4„ 00' i . u orts. I•i Total� ccesso es'PP. ;,'Tdtah; .Aifallable• 'RE"'aired; ,Dead.": %A .,:.,.:....: . . ..,:, :,. •.:... ...:::..... . ...... Liver, q I- anger on 20"GLB beam 3.50" Hanger' 1.75"/- -28 574/-718 574/-746 See note r 2-Stud wall-SPF 3.50" 3.50" 3.50" 515 3221 3736 Web Stiffeners 3-Hanger on 20"OF beam 5.50" Hanger' 2.00"/-2 208 1316 1524 See note I •At hanger supports,the Total Bearing dimension Is equal,to.the width of the material that Is supporting the hanger • See Connector grid below for additional Information and/or requirements, •2 Required Bearing Length/Required Bearing Length with Web Stiffeners ;Connectord`.Sirrj soii;$tron TIe`.Connectors. I' Support: :.'Modgl Seat length'•?• .:.7op.Naris; Face;Nafils Meritber;Nails,:;:, Aece53orle;':.. 1-Top Mount Hanger HB3.56/20 3.50" 6.16d common 16-16d common 10-16d x 2-1/2 Web Stiffeners 3-Top Mount Hanger Mrr420 2.50" 4-10d x 1-1/2 4.10d x 1-1/2 2-30d x 1.1/2 'Dead'."' -Floor Liv LO"a'ds` Location. :5 aein, r0.90 1.00 Co me 1•Uniform(PSF) 0 to 43'6" 12" 16.0 100.0 e erha N tes ? nSUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall prolecL Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards,Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with appllcableASTM standards. For current code evaluation reports refer to http://www.wDodbyviy.com/services/s_CodeReports.aspx. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/31/2016 1:59:23 PM Chris Holladay Forte v5.0,Design Engine:V6.4.0.40 AHJ Engineers,P.C. American Title-Twin Faifs.4te (208)323.0199 cholladay0ahlengineers.com Page 1 of 19 v %W-ilia ) � I ! ! j I � ! �� J i ! Iiil i }..I iij i1 � I � � � Ii ! ' W..tO ..; . 5i`c 14 l i. ! 124,5�+.,i !- . o Zk�..! is 1`4 .o!A 6.2-t-7 J. J_17. J ,1) 011 ILI I- ! -l-_ • -! -lil j � iil� �. � iijlii � ! li : _ _;- , ! , � �. �- � _77 T_ elim liiA ot I . Z Z. 17T7 • ii �- i....i ! . i I .. .� i w+��a j � I ! I � f. i `_ ' i i I. 1 L.. i . j I 11 .-I � i - i -._� I .-.i. i.. ; , i .:. ! I � ' ! ,.. i i,.. l i....1. 1. V.. 1 i I I !! ,,h,'1•�,� id��1� � �`C:�'�,-� !� i. l �i { .( - ! I , � � I ' I I , i I .. �.. , ... , _L._.,. , i i_ I ! I 1 I i.....� ..I.- . I:..!_ fi .!. ! I i j i- � I i t TT 1 I . A. Fti AHJ NO . SHEET NO. PROJECT BY: N m%%l AHJ ENGINEERS, PC STRUCTURAL CONSULTANTS AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Protect Descr: Remodel the lounge area i PriMet 31 AUG 2016,11:49AM Multi Ie impIe Bealm File=P:116116065•-IW-CAI.-1uIRSTA,I.EC6 i p . ENERCALC;INC.1983-2016 Build:6.16.6.7,V*60.16.6.7_. i KW-06601594Licensee aw Description I Wood Beam Design.: BH6 Calculations per NDS 200%IBC.2009,CBC 2010,ASCE 7-10 j BEAM Size: 2-1.75x9.25,Microllam LVL, Fully Unbraced i Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending I Wood Species : Trus Joist Wood Grade: MicroLam LVL 1.9 E Fb-Tension 2600 psi Fc-Pril 2510 psi Fv 285 psi Ebend-xx 1900 ksi Density 42 pcf Fb-Compr 2600 psi Fe-Perp 750 psi Ft 1555 psi Eminbend-xx 965.71 ksi Applied Loads Unif Load: D=0.8330, L=0.990, S=0.780 Idit,Trib=1.0 ft Design Summary o(0.9330)L(a.990)s(0.7e0) Maxfb/Fb Ratio = 0.546; 1 fb:Actual: 1623.25 psi at 2.600 it in Span#1 Fb:Allowable: 2:970.49 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.529: 1 fv:Actual: 173.51 psi at 4.233 ft in Span it 1 Fv:Allowable: 327.75 psi 5.0%2-1.75x9.25 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.032 in Downward Total 0.070 in Left Support 2.08 2.48 1.95 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.08 2.48 1.95 Live Load Defl Ratio 1880>360 Total Defl Ratio 861 >240 Wood Beam Design : BH7 Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-10 BEAM Size: 2-1.75x9.25,Microllam LVL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axls Bending Wood Species: Trus Joist Wood Grade: MicroLam LVL 1.9 E Fb-Tension 2600 psi Fc-Prll 2510 psi Fv 285 psi Ebend-xx 1900 ksi Density 42 pcf Fb-Compr 2600 psi Fe-Perp 750 psi Ft 1555 psi Eminbend-xx 965.71 ksi Applied Loads Unif Load: D=0.8330, L=0,990, S=0.780 Wit,Trib=1.0 ft Design Summary 0(0.3330)Q0.990)S(0.780) - Max fb/Fb Ratio = 0.926. 1 T fb:Actual: 2,743.29 psi at 3.250 ft in Span#1 - Fb:Allowable: 2,963.72 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.761 : 1 fv:Actual: 249.42 psi at 0.000 it in Span#1 s.so a,2.1.7bx9.25 Fv:Allowable: 327.75 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr e W E H Downward L+Lr+S 0.091 in Downward Total 0.199 in Left Support 2.71 3.22 2.54 Upward L+Lr+S 0.000 in Upward Total 0.000 In Right Support 2.71 3.22 2.54 Live Load Deft Ratio 855>360 Total Defl Ratio 392>240 Wood. Beam Design : BH8 Calculations per NDS 2005,I13C.2009,CBC 20101 ASCE 7-10 BEAM Size: 2-1.75x9.25, Microllam LVL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Trus Joist Wood Grade: MicroLam LVL 1.9 E Fb-Tension 2600 psi Fc-Prll 2510 psi Fv 285 psi Ebend-xx 1900 ksi Density 42 pcf Fb-Compr 2600 psi Fc-Perp 750 psi Ft 1555 psi Eminbend-xx 965.71 ksi Applied Loads Unif Load: D=0.5170, L=3,231 k/ft,Trib=1.0 ft Desipn Summary D 0.5170 l 3.231 Max fb/Fb Ratio = 0.696. 1 � fb:Actual: 1 802 23 psi at 2.000 ft in Span#1 Fb:Allowable: 2:588:60 psi - Load Comb: +D+L+H Max fv/FvRatio= 0.756: 1 fv:Actual: 215.33 psi at 0.000 ft in Span#1 a.0a,z•,.75■e.zs Fv:Allowable: 285.00 psi Load Comb: +D+L+H ax De lections Max Reactions (k) D L . Lr s W E H Downward L+Lr+S 0.043 in Downward Total 0.049 in Left Support 1.03 6.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.03 6.46 Live Load Defl Ratio 1125>360 Total Defl Ratio 970>240 AHJ Structural Engineers,PC Project Title: 1st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Remodel the lounge area Knled:3t AUG 2016,11:54Ah1 WDOd CQ�Ultlll FileP:116116065-1108CAL-11FIRSTA-1.EC6 ENERCALC,I=NC.1988-2016,,Build:6.16.6.7,Ver.6:16.6.7 i Description: Basement Trimmer for BH6 I Code References Calculations per 2005 NDS, IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 i General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf, Graded Lumber Overall Column Height 7.0 it Wood Member Type Sawn (used for non-slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Hem Fir Wood Grade Not Exact Depth 5.50 in Of or Cv for Bending 1.30 Area 8,25 inA2 Of or Cv for Compression 1.10 Fb-Tension 850.0 psi Fv 150.0 psi ix 20.797 in^4 Of or Cv for Tension 1.30 Fb-Compr 850.0 psi Ft 525.0 psi ly 1,547 1nA4 Cm:Wet Use Factor 1.0 Fe-Prll 1,300.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 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=7.0 It,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 11.109 Ibs*Dead Load'Factor AXIAL LOADS.. . Axial Load at 7.0 ft,D=2.080,L=2.480,S=1,950 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6208:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750L+0,750S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 it Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 it above base Applied Axial 5.414 k for load combination:n/a Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 it above base Applied My 0.0 k-ft Fc:Allowable 1,057.06 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E Location of max.above base 7.0 it Applied Design Shear 0.0 psi Allowable Shear 150.0 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 Only 1.000 0.739 0.2398 PASS 0.0 it 0.0 PASS 7.0 it +D+L 1.000 0.739 0.5242 PASS 0.0 it 0.0 PASS 7.0 It +D+Lr 1.000 0.739 0.2398 PASS 0.0 it 0.0 PASS 7.0 It +D+S 1.000 0.739 0.4634 PASS 0.0 it 0.0 PASS 7.0 it +D+0.750Lr+0.750L 1.000 0.739 0.4531 PASS 0.0 it 0.0 PASS 7.0 it +D+0.750L+0.750S 1.000 0.739 0.6208 PASS 0.0 it 0.0 PASS 7.0 it +D+W 1.000 0.739 0.2398 PASS 0.0 It 0.0 PASS 7.0 it +D+0.70E 1.000 0.739 0.2398 PASS 0.0 it 0.0 PASS 7.0 it +D+0,750Lr+0.75OL+0.750W 1.000 0.739 0.4531 PASS 0.0 it 0.0 PASS 7.0 it +D+0.750L+0.750S+0.750W 1.000 0.739 0.6208 PASS 0.0 it 0.0 PASS 7.0 it +D+0,75OLr+0.750L+0.5250E 1.000 0.739 0.4531 PASS 0.0 it 0.0 PASS 7.0 it +D+0.750L+0.750S+0.5250E 1.000 0.739 0.6208 PASS 0.0 it 0.0 PASS 7.0 it AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Protect Descr. Remodel the lounge area Prinled:31 AUG 2016,11S4AM File=P:116116065•-I\W-C.AL-11F1RSTA-1.EC6 WOOCI.COI ut1111 ENERCALC,INC.19e&2016,Bufld:6.16.6.7;Ver.6.16.6.7. KW-06001594 Licenseef. Description: Basement Trimmer for 131-16 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 +0.60D+W 1.000 0.739 0.1439 PASS 0.0 it 0.0 PASS 7.0 It +0.60D+0.70E 1.000 0.739 0.1439 PASS 0.0 ft 0.0 PASS 7.0 it 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 Only k k 2.091 k +D+L k k 4.571 k +D+Lr k k 2.091 k +D+S k k 4.041 k +D+0.750Lr+0,750L k k 3.951 k +D+0.750L+0.750S k k 5.414 k +D+W k k 2.091 k +D+0.70E k k 2.091 k +D+0.750Lr+0.750L+0.750W k k 3.951 k +D+0.750L+0.750S+0.750W k k 5.414 k +D+0.750Lr+0.750L+0.5250E k k 3.951 k +D+0.750L+0.750S+0.5250E k k 5.414 k +0.60D+W k k 1.255 k +0.60D+0.70E k k 1.255 k D Only k k 2.091 k Lr Only k k k L Only k k 2.480 k S Only, k k 1.950 k W Only k k k E Only k k k H Only k k k Maximum Reflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0,000 It 0.000 in 0.000 ft +D+L 0.0000 in 0.000 It 0.000 in 0.000 ft +D+Lr 0.0000 in 0.000 It 0.000 in 0.000 It +D+S 0.0000 in 0.000 It 0.000 In 0.000 It +D+0.750Lr+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S 0.0000 in 0.000 It 0.000 in 0.000 It +D+W 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.70E 0.0000 in 0.000 ft 0.000 in 0.000 it +D+0,750Lr+0.750L+0.750W 0.0000 in 0.000 It 0.000 in 0.000 It +0+0.750L+0.7503+0.750W 0.0000 in 0.000 It 0.000 in 0.000 it +0+0.750Lr+0.750L+0.5250E 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0,750L+0.750S+0.5250E 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+W 0.0000 in 0.000 ft 0.000 in 0,000 It +0.60D+0.70E 0.0000 in 0.000 It 0.000 in 0.000 ft D Only 0.0000 in 0.000 It 0.000 in 0.000 It Lr Only 0.0000 in 0.000 It 0.000 in 0.000 It L Only 0.0000 in 0.000 It 0.000 in 0.000 ft S Only 0.0000 in 0.000 It 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 0.000 in 0.000 I1 E Only 0.0000 in 0.000 It 0.000 in 0.000 It H Only 0.0000 in 0.000 It 0.000 in 0.000 It AHJ Structural Engineers,PC Project Title: 1st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Protect Descr: Remodel the lounge area Prinled:31 AUG 2016,11:54AM W�QCI Column , . , ,Vec6.16 File=P:116t16066--1103-CAL-ItFIRSTA-1.EC6 EPIEflCALCINC.1983 16 Build:6.16.6.7 .6.77 Description: Basement Trimmer for BH6 Sketches Y 6.516k r 1 1X o n W Lt.so in Loads are total entered value.Arrows do not reflect absolute direction. AHJ Structural Engineers,PC Project Title: i st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Remodel the lounge area Prinled:01 AUG 2016,11:57ADd VVOOCI CO�Unlfl File=P:116116065--1103•CAL-11FIRSTA-I.EC6 ENERCALC,INC.1983.2016,Build:6.16.6.7,Vef:6.16.6.7 Description: Basement Trimmer for 13117 Code References Calculations per 2005 NDS, IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 7.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 CforOvfor Compression 1.10 Fb-Tension 850.0 psi Fv 150.0 psi Area 8.25 in^2 P Ix 20.797 inM Cf or Cv for Tension 1.30 Fb-Compr 850.0 psi Ft 525.0 psi ly 1.547 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 1,300.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity.., x-x Bending y-y Bending Axial Kf:Built-up columns 1,0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 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=7.0 ft,K=1.0 Applied.Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 11.109 Ibs*Dead Load Factor AXIAL LOADS_. . Axial Load at 7.0 ft,D=2.710,L=3.220,S=2.540 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0,8074:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750L+0,750S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 it Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 7.041 k for load combination:n/a Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My 0.0 k-ft Fc:Allowable 1,057.0E psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0,70E Location of max.above base 7.0 ft Applied Design Shear 0.0 psi Allowable Shear 150.0 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 Only 1.000 0.739 0.3120 PASS 0.0 it 0.0 PASS 7.0 It +D+L 1.000 0.739 0.6813 PASS 0.0 it 0.0 PASS 7.0 it +D+Lr 1.000 0.739 0.3120 PASS 0.0 it 0.0 PASS 7.0 ft +D+S 1.000 0.739 0.6033 PASS 0.0 ft 0.0 PASS 7.0 ft +D+0.750Lr+0.750L 1.000 0.739 0.5890 PASS 0.0 ft 0.0 PASS 7.0 it +D+0.750L+0.750S 1.000 0.739 0.8074 PASS 0.0 ft 0.0 PASS 7.0 it +D+W 1.000 0.739 0.3120 PASS 0.0 it 0.0 PASS 7.0 It +D+0.70E 1.000 0.739 0.3120 PASS 0.0 it 0.0 PASS 7.0 it +D+0.750Lr+0.750L+0.750W 1.000 0.739 0.5890 PASS 0.0 it 0.0 PASS 7.0 ft +D+0.750L+0.750S+0.750W 1.000 0.739 0.8074 PASS 0.0 it 0.0 PASS 7.0 ft +D+0.750Lr+0.750L+0.5250E 1.000 0.739 0.5890 PASS 0.0 ft 0.0 PASS 7.0 It +D+0.750L+0.750S+0.5250E 1.000 0.739 0.8074 PASS 0.0 It 0.0 PASS 7.0 it D AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Remodel the lounge area Prinled:31 AUG 2016,11:57AM W00d Column He=P:116U6065•-1103•CAL-iTIRSTA-1.EC6 .,.; . ENERCAL.C,INC.1963.2016,Build:6.16.6.7,Ver.6.16.6.7 Description: Basement Trimmer for BH7 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 +0.60D+W 1.000 0.739 0.1872 PASS 0.0 It 0.0 PASS 7.0 it +0.60D+0.70E 1.000 0.739 0.1872 PASS 0.0 It 0.0 PASS 7.0 it 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 Only k k 2.721 k +D+L k k 5.941 k +D+Lr k k 2,721 k +D+S k k 5,261 k +D+0.750Lr+0.750L k k 5.136 k +D+0.750L+0.750S k k 7.041 k +D+W k k 2.721 k +D+0.70E k k 2.721 k +D+0.750Lr+0.750L+0.750W k k 5.136 k +D+0.750L+0.750S+0.750W k k 7.041 k +D+0.750Lr+0.750L+0.5250E k k 5.136 k +D+0.750L+0.750S+0.5250E k k 7.041 k +0.60D+W k k 1.633 k +0.60D+0.70E k k 1.633 k D Only k k 2.721 k Lr Only k k k L Only k k 3.220 k S Only k k 2,540 k W Only k k k E Only k k k H Only k k k Maximum Deflections for.Load Combinations Load Combination Max.X-X Deflectfon Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 It 0.000 in 0.000 it +D+L 0.0000 in 0.000 It 0.000 In 0.000 it +D+Lr 0.0000 in 0.000 It 0.000 in 0.000 it +D+S 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750Lr+0.750L 0.0000 in 0.000 It 0.000 in 0.000 it +D+0.750L+0.750S 0.0000 in 0.000 It 0.000 in 0.000 If +D+W 0.0000 in 0.000 ft 0.000 in 0.000 it +D+0.70E 0.0000 in 0.000 it 0.000 in 0.000 it +D+0.750Lr+0.750L+0,750W 0.0000 in 0.000 It 0.000 In 0.000 ft +D+0.750L+0.7505+0.750W 0.0000 in 0.000 it 0.000 in 0.000 it +D+0.750Lr+0.750L+0.5250E 0.0000 in 0.000 it 0.000 in 0.000 it +D+0.750L+0.750S+0.5250E 0.0000 in 0.000 ft 0.000 in 0.000 It +0.60D+W 0.0000 in 0.000 It 0.000 in 0.000 It +0.60D+0.70E 0.0000 in 0.000 It 0.000 in 0.000 it D Only 0.0000 in 0.000 it 0.000 in 0.000 it Lr Only 0.0000 in 0.000 it 0.000 in 0.000 It L Only 0.0000 in 0.000 It 0.000 in 0.000 it S Only 0.0000 in 0.000 It 0.000 in 0.000 It W Only 0.0000 in 0.000 it 0.000 In 0.000 it E Only 0.0000 in 0.000 it 0.000 in 0.0000 H Only 0.0000 in 0.000 it 0.000 in 0.000 it AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Remodel the lounge area Printed:31 AUG 2016,11:57AM Wood Column — -- — File=PAHA16065'-116CAL-11FIRSTA LEC6 ENERCALC,INC.1983 2016;B61ld:6.16.6.7,Ver.6.16.6.7 IKW-06001594 ! Description: Basement Trimmer for BH7 Sketches Y 9.470k Ix It W 1.eo In Loads are total entered value.Arrows do not reflect absolute direction. �o AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Remodel the lounge area Pdnted:31 AUG 2016,11:50AM WOOCI CO�U171i1. File=PA16116065--1\03-CAL-IIFIRSTA-1.EC6 ENERCALC,INC.1983-2016,Build:6.16.6.7,Vec6.16.6.7 301594 Licensee Description: Basement Trimmer for BH8 Code References Calculations per 2005 NDS, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 7.0 it Wood Member Type Sawn (Used for non-slender calculations) Exact Width 1,50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Ct or Cv for Compression 1.10 Area 8.251n^2 P Fb-Tension 850.0 psi Fv 150.0 psi Ix 20.797 InA4 Cf or Cv for Tension 1.30 Fb-Compr 850.0 psi Ft 625.0 psi ly 1.547 inA4 Cm:Wet Use Factor 1.0 Fc-Pril 1,300.0 psi Density 27.70 pcf Ct:TemperatureFactor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NOS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 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=7.0 it,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weiqht included: 11.109 Ibs`Dead Load Factor AXIAL LOADS.. . Axial Load at 7.0 it, D=1.030,L=6.430 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8567:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NOS Forumla Comp Only,fc/Fc' 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 0.0 in at 0.0 it above base Applied Axial 7.471 k for load combination:n/a Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 it above base Applied My 0.0 k-ft Fe:Allowable 1,057.06 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E Location of max.above base 7.0 it Applied Design Shear 0.0 psi Allowable Shear 150.0 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 Only 1.000 0.739 0.1194 PASS 0.0 it 0.0 PASS 7.0 it +D+L 1.000 0.739 0,8567 PASS 0.0 it 0.0 PASS 7.0 it +D+Lr 1.000 0.739 0.1194 PASS 0.0 it 0.0 PASS 7.0 it +D+S 1.000 0,739 0.1194 PASS 0.0 it 0.0 PASS 7.0 it +D+0.750Lr+0.750L 1.000 0.739 0.6724 PASS 0.0 It 0.0 PASS 7.0 it +D+0.750L+0.750S 1.000 0,739 0.6724 PASS 0.0 it 0.0 PASS 7.0 it +D+W 1.000 0,739 0.1194 PASS 0.0 it 0.0 PASS 7.0 it +D+0.70E 1.000 0,739 0.1194 PASS 0.0 it 0.0 PASS 7.0 it +D+0.750Lr+0.750L+0,750W 1.000 0.739 0.6724 PASS 0.0 it 0.0 PASS 7.0 It +D+0.750L+0.750S+0,750W 1.000 0.739 0.6724 PASS 0.0 It 0.0 PASS 7.0 it +D+0.750Lr+0.750L+0,5250E 1.000 0,739 0.6724 PASS 0.0 It 0.0 PASS 7.0 it +D+0.750L+0.750S+0,5250E 1.000 0.739 0.6724 PASS 0.0 It 0.0 PASS 7.0 it AHJ Structural Engineers,PC Project Title: t st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Remodel the lounge area Pdnted:31 AUG 2010,1U A61 Wood Column File='P:116116065--Ao3-CAL=IIFIRSTA-1.EC6 ENERCALC,INC.1983.2016,B6110.116.6.7,Ver.6.16.6.7 tJc.#:KW-05001594 Jr.; Licensee:ahj engineers,p.c. Description: Basement Trimmer for BHB 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 +0.60D+W 1.000 0.739 0.07163 PASS 010It 0.0 PASS 7.0 it +0.60D+0.70E 1.000 0.739 0.07163 PASS 0.0 ft 0.0 PASS 7.0 it 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 Only k k 1.041 k +D+L k k 7,471 k +D+Lr k k 1.041 k +D+S k k 1.041 k +D+0.750Lr+0.750L k k 5.864 k +D+0.750L+0.750S k k 5.864 k +D+W k k 1.041 k +D+0.70E k k 1.041 k +D+0.750Lr+0.750L+0.750W k k 5.864 k +D+0.750L+0.7505+0.750W k k 5.864 k +D+0.750Lr+0.750L+0.5250E k k 5.864 k +D+0.750L+0,750S+0.5250E k k 5.864 k +0,60D+W k k 0.625 k +0.60D+0.70E k k 0.625 k D Only k k 1.041 k Lr Only k k k L Only k k 6.430 k S Only k k k W Only k k k E Only k k k H Only k k 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 it 0.000 in 0.000 it +D+L 0,0000 in 0.000 it 0.000 In 0.000 ft +D+Lr 0.0000 in 0.000 it 0.000 in 0.000 It +D+S 0.0000 in 0.000 it 0.000 in 0.000 It +D+0.750Lr+0.750L 0.0000 in 0.000 it 0.000 in 0.000 it +D+0.750L+0.7508 0.0000 in 0.000 it 0.000 in 0.000 it +D+W 0,0000 in 0.000 It 0.000 in 0.000 ft +D+0.70E 0.0000 In 0.000 It 0.000 in 0.000 It +D+0,750Lr+0.750L+0.750W 0.0000 in 0.000 it 0.000 in 0.000 it +D+0.750L+0.7503+0.750W 0.0000 in 0.000 it 0.000 in 0.000 it +D+0.750Lr+0.750L+0.5250E 0.0000 in 0.000 N 0.000 in 0.000 It +D+0.750L+0.750S+0.5250E 0.0000 in 0.000 ft 0.000 in 0.000 it +0.60D+W 0.0000 in 0.0000 0.000 In 0.000 ft +0.600+0.70E 0.0000 in 0.0000 0.000 in 0.000 It D Only 0.0000 in 0.000 ft 0.000 in 0.000 it Lr Only 0.0000 in 0.000 it 0.000 in 0.000 it L Only 0.0000 in 0.000 it 0.000 In 0.000 it S Only 0.0000 in 0.000 It 0.000 in 0.000 it W Only 0,0000 in 0.000 it 0.000 in 0.000 it E Only 0.0000 in 0.0000 0.000 in 0.000 ft H Only 0.0000 in 0.000 it 0.000 In 0.000 it AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Remodel the lounge area Printed:31 AUG 201e,11:58AM VI/OOCI �;O�U117t1 File=P,.\16\16065--1\03-CAL-1\FIRSTA-1.EC6 ENERCALC,INC.1983.2016,Nlld:0.16.6.7,Ver:6.16.6.7 KW-06001694Licensee ahi engineers,p.c. Description: Basement Trimmer for BHB I Sketches Y 7A60k i I I _ J41 1x 1� cy 2x6 a 1.50 In Loads are total entered value.Arrows do not reflect absolute direction. k — I z ——-. - j i t I I I r '6a►s�t'rL�EI \, �, I i I i ' i �. ' I ' { i I j I j I i 'A��_ y i r�A � �� , .,.. : i_ I 33 ! �: \I s 1 + °l I i i I i� I ! ! I J. .I. I mil i it I Illi i _ .I I ' ° i iI- tli I , IIiI ! li ' i � ' 1 . i sit I ? ! i I.L_iSk i I ' , �` I i I Ii �6 1 _ i q tl r� Is .S1 �SJ I i t I ! i �._ I I I ( ( •' ! IAs i i I ! j t _, � -; ..i , : i I I i MI It _I I I. I Ii U I I i I it I i I E • I , : . i , , i 1 j wo i I t AHJ NO, \ DATE: ��3i���, SHEET NO. 1/ PROJECT �,'��,� BY: AHJ ENGINEERS,PC STRUCTURAL CONSULTANTS AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Remodel the lounge area Printed:31 AUG 2016,12:01PA1 W OOC� CoS u Ill n Flle=P;116116065--1103-CAL-IIFIRSTA-LEC6 ENERCALC,INC.1983-2016,1300:6.16.6.7,Ver.6.16.6.7 Description: BW1 ; Code References Calculations per 2005 NDS, IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 12.0 it Wood Member Type Sawn (Used for non-slender calculations) Wood Species Hem Fir Exact Width 1,50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Fb-Tension 850.0 psi Fv 150.0 psi Area 8.25 in^2 Cf or Cv for Compression 1.10 Ix 20.797 tn^4 Cf or Cv for Tension 1.30 Fb-Compr 850.0 psi Ft 525.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1,300.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS r5.3.2 Basic 1,300.0 1,300.0 1,300.0k8i Use Cr:Repetitive? No Minimum 470.0 470.0 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=12.0 It,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:19.044 Ibs*Dead Load Factor AXIAL LOADS.. . Axial Load at 12.0 ft,D=1.110,L=1.320,S=1.040 k BENDING LOADS... Lat.Uniform Load creating Mx-x,W=0.0070 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8395:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750L+0.750S+0.750W Top along Y-Y 0.0420 k Bottom along Y-Y 0.0420 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 6.040 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1221 in at 6.040 it above base Applied Axial 2.899 k for load combination:+D+W Applied Mx 0.09450 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 It above base Fc:Allowable 507.70 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.03394:1 Bendinq Compression Tension Load Combination +D+W Location of max.above base 0.0 it Applied Design Shear 7.636 psi Allowable Shear 150.0 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 Only 1.000 0.355 0.2696 PASS 0.0 it 0.0 PASS 12.0 it +D+L 1.000 0.355 0.5847 PASS 0.0 It 0.0 PASS 12.0 It +D+Lr 1.000 0.355 0.2696 PASS 0.0 it 0.0 PASS 12.0 it +D+S 1.000 0.355 0.5179 PASS 0.0 it 0.0 PASS 12.0 it +D+0.750Lr+0.750L 1.000 0.355 0.5059 PASS 0.0 it 0.0 PASS 12.0 it +D+0.750L+0.750S 1.000 0.355 0.6921 PASS 0.0 It 0.0 PASS 12.0 ft +D+W 1.000 0.355 0.3116 PASS 5.960 It 0.03394 PASS 0.0 it +D+0.70E 1.000 0.355 0.2696 PASS 0.0 it 0.0 PASS 12.0 ft +D+0.750Lr+0.750L+0.750W 1.000 0.355 0.5059 PASS 0.0 it 0.02646 PASS 12.0 ft AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1965 Project Descr: Remodel the lounge area Prinled:31 AUG 2016,12:01 PiA File=P116516065-1103-CAL-ITIRSTA-1.EC6 wood Column 1983.20d e,INC. , r.6.16:6.7 r.r0 •4Licensee Description: BW1 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+0.750W 1.000 0.355 0.8395 PASS 6.040 it 0.02546 PASS 12.0 it +D+0.750Lr+0.750L+0.5250E 1.000 0.355 0.5059 PASS 0.0 it 0.0 PASS 12.0 it +D+0.750L+0.750S+0,5250E 1.000 0.355 0.6921 PASS 0.0 it 0.0 PASS 12.0 it +0.60D+W 1.000 0.355 0.2379 PASS 5.960 It 0.03394 PASS 0.0 it +0.60D+0.70E 1.000 0.355 0.1617 PASS 0.0 it 0.0 PASS 12.0 it Maximum Readtions 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 Only k k 1.129 k +D+L k k 2.449 k +D+Lr k k 1.129 k +D+S k k 2.169 k +D+0,750Lr+0.750L k k 2J19 k +D+0.750L+0.750S k k 2.899 k +D+W k 0.042 0.042 k 1.129 k +D+0.70E k k 1.129 k +D+0.750Lr+0.750L+0.750W k 0.032 0.032 k 2.119 k +D+0.750L+0.750S+0.750W k 0.032 0.032 k 2.899 k +D+0.750Lr+0.750L+0.5250E k k 2.119 k +D+0.750L+0.750S+0.5250E k k 2.899 k +0.60D+W k 0.042 0.042 k 0.677 k +0.60D+0.70E k k 0.677 k D Only k k 1.129 k Lr Only k k k L Only k k 1.320 k S Only k k 1.040 k W Only k 0.042 0.042 k k E Only k k k H Only k k 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 It 0.000 in 0.000 ft +D+L 0.0000 in 0,000 It 0.000 in 0.000 It +D+Lr 0.0000 in 0.000 it 0.000 in 0.000 ft +D+S 0.0000 in 0.000 it 0.000 in 0.000 it +D+0.750I-r+0,750L 0.0000 in 0.000 ft 0.000 in 0.000 it +D+0.750L+0.750S 0.0000 in 0.000 It 0.000 in 0.000 ft +D+W 0,0000 in 0.000 It 0.122 in 6.040 ft +D+0.70E 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.750W 0,0000 in 0.000 It 0.092 in 6.040 ft +0+0,750L+0.750S+0.750W 0.0000 in 0.000 it 0.092 In 6.040 ft +D+0.750Lr+0.750L+0.5250E 0.0000 in 0.000 it 0.000 In 0.000 ft +D+0.750L+0.750S+0.5250E 0.0000 in 0.000 ft 0.000 in 0.000 ft +0,60D+W 0.0000 in 0.000 it 0.122 in 6.040 it +0,60D+0.70E 0.0000 in 0.000 It 0.000 in 0.000 it D Only 0.0000 In 01000 It 0.000 in 0.000 it Lr Only 0.0000 in 0.000 If 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 It 0.000 in 0.000 it W Only 0.0000 in 0.000 it 0.122 in 6.040 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 i� AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Protect Descr: Remodel the lounge area _ Printed:31 AUG 20I6,12:01PM WOOd Column File=P:U6116065,-1103-CAL-IIFIRSTA-1.EC6 ENE RCALC,INC.1983.2016,Build:6.16,6J,Ver.6.16.6.7 i.0i Description: BW1 Sketches Y *2kLoads is C _ N 1x ka .c 2x5 _1_ a of .-50 In Loads are total entered value.Arrows do not reflect absolute direction. AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Remodel the lounge area Prinled:91 AUG 2016,12:02Ph1 VI/OOd CO�Ut1111 File=P:116116065--1103-CAL-IIFIRSTA-1.EC6 ENERCALC,INC.1983.2016,Bulld:6.16.6.7,Ver.6.16.6.7 r.�r Description: Bw2 Code References Calculations per 2005 NDS, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :2006 IBC&ASCE 7-05 General Information _ Analysis Method; Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood GradingiManuf. Graded Lumber Overall Column Height 12.0 it Wood Member Type Sawn (Used for non-slender calculations) Exact Width 1.50 In Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Of or Cv for Bending 1.30 Wood Grade No.2 Area 8.25 in^2 Of or Cv for Compression 1.10 Fb-Tension 850.0 psi Fv 150.0 psi Ix 20.797 fn^4 Of or Cv for Tension 1.30 Fb-Compr 850.0 psi Ft 525.0 psi ly 1.547 inm Cm:Wet Use Factor 1.0 Fc-Prll 1,300.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1,0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 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=12.0it,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weiqht included: 19.044 Ibs'Dead Load Factor AXIAL LOADS.. . Axial Load at 12.0 it,D=0,5170,L=3.210 k BENDING LOADS... Lat.Uniform Load creating Mx-x,W=0.0070 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8944:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0420 k Bottom along Y-Y 0,0420 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 it Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1221 in at 6.040 it above base Applied Axial 3.746 k for load combination;+D+W Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My 0.0 k-ft for load combination:n/a Fc:Allowable 507.70 psi Other Factors used to calculate allowable stresses. PASS Maximum Shear Stress Ratio= 0.03394:1 Bending Compression Tension Load Combination +D+W Location of max.above base 0.0 ft Applied Design Shear 7.636 psi Allowable Shear 150.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination 0 D C p Stress Ratio Status Location Stress Ratio_ Status Location D Only 1.000 0.355 0.1280 PASS 0.0 it 0.0 PASS 12.0 it +D+L 1.000 0.355 0.8944 PASS 0.0 it 0.0 PASS 12.0 it +D+Lr 1.000 0.355 0.1280 PASS 0.0 it 0.0 PASS 12.0 ft +D+S 1.000 0.355 0.1280 PASS 0.0 it 0.0 PASS 12.0 it +D+0.750Lr+0.750L 1.000 0.355 0.7028 PASS 0.0 ft 0.0 PASS 12.0 it +D+0.750L+0.750S 1.000 0.355 0.7028 PASS 0.0 it 0.0 PASS 12.0 it +D+W 1.000 0.355 0.2209 PASS 5.960 it 0.03394 PASS 0.0 it +D+0.70E 1.000 0.355 0.1280 PASS 0.0 it 0.0 PASS 12.0 it +D+0,750Lr+0.750L+0.750W 1.000 0.355 0.8637 PASS 6.040 it 0.02546 PASS 12.0 it 1� AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Project Descr: Remodel the lounge area IN- AP ) 1 4%% _ Printed:31 AUG 2016,12:02PM WOOd.COS um n Flle=P:116116065--1103-CAL-IIPIRSTA-1.EC6 ENERCALC,INC.1983.2016,Bulld:6.16.6.7,Ver.6.16.6.7 . i.00 Description: BW2 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+0.750W 1.000 0.355 0.8637 PASS 6.040 ft 0.02546 PASS 12.0 ft +D+0.750Lr+0.750L-t0.5250E 1.000 0.355 0.7028 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750L+0.750S+0.5250E 1.000 0.355 0.7028 PASS 0.0 ft 0.0 PASS 12.0 ft +0.60D+W 1.000 0.355 0.2003 PASS 5.960 ft 0.03394 PASS 0.0 ft +0.60D+0.70E 1.000 0.355 0.07679 PASS 0.0 ft 0.0 PASS 12.0 ft Maximum Reactions Note:Only non-zero reactions are fisted. X-X Axis Reaction Y•Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 0.536 k +D+L k k 3.746 k +D+Lr k k 0,536 k +D+S k k 0.536 k +D+0.750Lr+0.750L k k 2.944 k +D+D.750L+0.750S k k 2.944 k +D+W k 0.042 0,042 k 0.536 k +D+0.70E k k 0.536 k +D+0.750Lr+0.750L+0.750W k 0.032 0.032 k 2.944 k +D+0.750L+0.750S+0.750W k 0.032 0.032 k 2.944 k +D+0.750Lr+0.750L+0.5250E k k 2.944 k +D+0.750L+0.750S+0.5250E k k 2.944 k +0.60D+W k 0.042 0.042 k 0.322 k +0.60D+0.70E k k 0.322 k D Only k k 0.536 k Lr Only k k k L Only k k 3.210 k S Only k k k W Only k 0.042 0.042 k k E Only k k k H Only k k 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 It +D+L 0.0000 in 0.000 ft 0.000 In 0.000 It +D+Lr 0.0000 in 0.000 it 0.000 in 0.000 ft +D+S 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750Lr+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750L+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 It +D+W 0.0000 in 0.000 ft 0.122 in 6.040 It +D+0.70E 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.750L+0.750W 0.0000 in 0.000 It 0.092 in 6.040 ft +D+0.750L+0.750S+0.750W 0.0000 in 0.000 it 0.092 in 6.040 ft +D+0.750Lr+0.750L+0.5250E 0.0000 in 0.000 it 0.000 in 0.000 it +D+D.750L+0.750S+0.5250E 0.0000 in 0.000 It 0.000 in 0.000 it +0.60D+W 0.0000 in 0.000 ft 0.122 in 6.040 it +0.60D+0.70E 0.0000 In 0,000 It 0.000 In 0.000 it 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 it 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 it W Only 0.0000 in 0.000 it 0.122 in 6.040 it E Only 0.0000 in 0.000 ft 0.000 in 0.000 It H Only 0.0000 in 0.000 it 0.000 in 0.000 ft AHJ Structural Engineers,PC Project Title: 1 st American Title Structural Consultants Engineer: CH Project ID: 16065 Since 1985 Protect Descr: Remodel the lounge area Prinled:31 AUG 2018,12:02PM FIe=P:U6116065-•1103•CAL-1TPIRSTA-IT VIIOOCI.Column ENERCALC;INC.1983.2016,Build:6.16.6.7,Ver6.16.6.7 X in A[Ilia i.III] R Description: 6W2 Sketches Y lt-Loads i N ix NI n 2Xe L-1 GAIN. 1.50 In Loads are total entered value.Arrows do not reflect absolute direction. AHJ Engineers,P.C. Title Frist Amerlcan Title-BW2 revised Page: 1 Structural Consultants Job It: Dsgnr: CH Date: 31 AUG 2016 Since 1985 Description.... �� BW2,BW4 This Wall in File: PM 6\16065-MAA-1st American Title-Twin Falls\03-Calculations\first american till RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,AC1 318-08,AC1 530-08 License To:AHJ ENGINEERS Criteria Retained Height = 11.50 ft Wall height above soil = 0.50 it Total Wall Height = 12.00 it Top Support Height = 12.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 4.00 in 1 Load Factors Building Code IBC 2009,ACI 318-08,ACI 530-08 Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Soil Data Allow Soil Bearing = 1,550.0 psf Equivalent Fluid Pressure Method At-rest Heel Pressure 41.5 psf/ft Passive Pressure — 318.5 psf/ft Soil Density = 115.00 pcf FootingliSoll Frictior = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 100.0 psf >>>Used To Resist Sliding&Overturning Surcharge Over Toe = 0.0 psf Used for Sliding&Overturning Axial Load Applied to Stem Axial Dead Load = 489.0 Ibs Axial Live Load = 1,579.0 Ibs Axial Load Eccentricity = 0.0 in AHJ Engineers,P.C. Title Frist American Title-BW2 revised Page: 2 Structural Consultants Job#: Dsgnr: CH Date: 31 AUG 2016 �� Since 1985 Description.... 10) 1 BW2,BW4 This Wall In File: PM 6\16065-MAA-1st American Title-Twin Falls\03-Calculations\first american tit[ Retain Pro(c)1987-2016, Build 11.16.07.15 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,AC1 318-08,AC1 530-08 License To:AHJ ENGINEERS Uniform Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind(W) (5trengtrn Level) Wind on Exposed Stem 18.0 psf Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf .Lti AHJ Engineers,P.C. Title Frist American Title-BW2 revised Page: 3 Structural Consultants Job#: Dsgnr: CH Date: 31 AUG 2016 Since 1985 Description.... BW2,BW4 This Wall in File: P:\16\16065-MAA-1st American Title-Twin Falls\03-Calculations\first american till RetainPro(c)1987-2016, Bulld 11.16.07.15 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:AHJ ENGINEERS Design Summary Total Bearing Load = 6,520 lbs ...resultant ecc. = 5.60 in Soil Pressure @ Toe = 1,535 psf OK Soil Pressure @ Heel = 1,535 psi OK Allowable = 1,550 psi Soil Pressure Less Than Allowable Sliding Calcs ACI Factored @ Toe = 678 psi Lateral Sliding Force - 2,618.0 lbs ACI Factored @ Heel = 3,304 psi Footing Shear @ Toe = 8.3 psi OK Footing Shear @ Heel = 12.9 psi OK Allowable - 75.0 psi Reaction at Top = 1,082.4 lbs Reaction at Bottom = 2,618.0 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Concrete Stem Construction Thickness = 8.00 in Fy = 60,00opsi Wall Weight = 100.0 psi f'c = 2,500psi Stem is FREE to rotate at top of footing Mmax Between @ Top Support Top&Base @ Base of Wall Stem OK Stem OK Stem OK Design Height Above Ftc = 12.00 ft 5.16 ft 0.00 it Rebar Size - # 5 It 5 # 5 Rebar Spacing = 12.00 in 12,00 in 12.00 in Rebar Placed at = Center Edge Edge Rebar Depth 'd' = 4.00 in 6.00 in 5.50 in Design Data fb/FB+fa/Fa = 0.000 0.991 0.000 Mu....Actual = 0.0 ft-# 7,791.3 it-# 0.0it-# Mn*Phi.....Allowable = 5,069.7 ft-# 7,859.7 it-it 7,162.2ft-4 Shear Force @ this height = 1,734.9 lbs 3,334.2lbs Shear.....Actual = 36.14 psi 50.52 psi Shear.....Allowable _ 75.00 psi 75.00 psi Other Acceptable Sizes&Spacings: Toe:#7 @ 18.00 in -or- Not req'd:Mu<phi*5*lambda*sgrt(f'c)*Sm Heel:#6 @ 16.00 in -or- Not req'd:Mu<phi*5*lambda*sgrt(f'c)*Sm Key: No key defined -or- No key defined AHJ Engineers,P.C. Title Frlst American Title-BW2 revised Page: 4 Structural Consultants Job#; Dsgnr: CH Date: 31 AUG 2016 �� Since i985 Description.... BW2,BW4 This Wall in File: P;\16\16065-MAA-1st American Title-Twin Falls\03-Calculations\first american tit] RetalnPro(c)1987-2016, Build 11.16.07.15 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,ACI 318-08,AC1 530-08 License To:AHJ ENGINEERS Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 In2/ft (4/3)'As: 0 1n2/ft Min Stem T&S Reinf Area 2.304 in2 200bd/fy:200(12)(4)/60000: 0.16]n2/ft Min Stem T&S Reinf Area per it of stem Height;0.192]n2/ft 0.0018bh:0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.17281n2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 In2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0,5419 in2/ft #6@ 27.50 in #6@ 55.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3048 1n2/ft (4/3)'As: 0.4063 in2/ft Min Stem T&S Reinf Area 1.314 in2 200bd/fy:200(12)(6)/60000: 0.24 in2/ft Min Stem T&S Reinf Area per it of stem Height:0.192 in2/ft 0.0018bh:0,0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.3048 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 ]n2/ft #5@ 19.38 in #5@ 38.75 In Maximum Area : 0.8128 in2/ft #6@ 27.50 in #6@ 55.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)'As: 0 in2/ft Min Stem T&S Reinf Area 0.990 in2 200bd/fy:200(12)(5.5)/60000: 0.22 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options. One layer of: Two layers of Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7451 In2/ft #6@ 27.50 in #6@ 55.00 in Footing Strengths & Dimensions Toe Width = 1.79 ft Heel Width = 2.46 Total Footing Widtl* = 4.25 Footing Thickness 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c - 2,500 psi Fy - 60,000 psi Footing Concrete Density - 150,00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in �V� AHJ Engineers,P.C. Title Frlst American Title-BW2 revised Page; 5 Structural Consultants Job#: Dsgnr: CH Date: 31 AUG 2016 Since 1985 Description.... BW2,BW4 This Wall In File: P:\16\16065-MAA-1st American Title-Twin Falls\03-Calculations\first american till RetainPro(a)1987-2016, Build 11.16.07.15 License:KW-06057116 Restrained Retaining Wall Code: IBC 2009,ACI 318-08,AC1 530-08 License To:AHJ ENGINEERS Footing Design Results Toe Heel Factored Pressure = 678 3,304 psi Mu': Upward = 1,677 4,703 ft-# Mu':Downward = 362 3,088 ft-# Mu: Design = 1,315 -1,615 ft-# Actual 1-Way Shear = 8.34 12.93 psi Allow 1-Way Shear = 76.00 75.00 psi Min footing T&S reinf Area 1.10 in2 Min footing T&S reinf Area per fc 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #5@ 14.35 in 416Q 20.37 in Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 179.0 Ibs 3.35 it 600.0 ft-# Axial Dead Load on Stem = 2,068.0 Ibs 2.12 it 4,391.4 ft-# Soil Over Toe = 68.6 Ibs 0.90 It 61.4 ft-If Adjacent Footing Load = Ibs it ft-11 Surcharge Over Toe = Ibs it ft-# Stem Weight — 1,200.0 Ibs 2.12 it 2,548.2 ft-# Soil Over Heel = 2,367.5 Ibs 3.35 ft 7,935.6 ft-4 Footing Weight = 637.1 Ibs 2.12 it 1,352.8 ft-ft Total Vertical Force = 6,520.2 Ibs Moment = 16,889.5 ft-# Net Mom.at Stem/Ftg Interface= -3,043.9 ft-# Allow.Mom.Q Stem/Ftg Interface= 4,476.4 ft-# Allow.Mom.Exceeds Applied Mom.? Yes Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. AHJ Engineers,P.C. Title Frist American Title-BW2 revised Page: 1 Structural Consultants Job#: Dsgnr: CH Date: 31 AUG 2016 Since 1985 Description.... BW2 revised at angle This Wall in File: P:\16\16065-MAA-1st American Title-Twin Falls\03-Calculations\first american titl RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To-AHJ ENGINEERS Criteria lala.l R.aia.lt Retained Height = 11.50 ft Wall height above soil = 0.50 ft Total Wall Height = 12.00 ft Top Support Height = 12.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 4.00 in Load Factors Building Code IBC 2009,AC1 318-08,ACI 530-08 Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Soil Data Allow Soil Bearing = 1,500,0 psf Equivalent Fluid Pressure Method At-rest Heel Pressure = 41.5 psf/ft Passive Pressure = 318.5 psf/ft Soil Density = 115.00 pcf FootingiiSoil Frictior = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 100.0 psf >>>Used To Resist Sliding&Overturning Surcharge Over Toe = 0.0 psf Used for Sliding&Overturning Axial Load Applied to Stem Axial Dead Load - 412.0 Ibs Axial Live Load = 1,144.0 Ibs Axial Load Eccentricity = 0,0 in AHJ Engineers,P.C. Title Frist American Title-BW2 revised Page: 2 Structural Consultants Job#: Dsgnr: CH Date: 31 AUG 2016 wom Since 1985 Description.... BW2 revised at angle This Wall in File: PM 6\16065-MAA-1st American Title-Twin Falls\03-Calculations\first american titl RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,AC1 318-08,AC1 530-08 License To:AHJ ENGINEERS Uniform Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind(W) (Strength Level) Wind on Exposed Stem = 18.0 psf Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 It Footing Type Line Load Base Above/Below Soil at Back of Wail = 0.0 ft Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.200 g Added seismic per unit area — 0.0 psf Stem Weight Seismic Load Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf AHJ Engineers,P.C. Title Frist American Title-BW2 revised Page: 3 Structural Consultants Job#: Dsgnr: CH Date: 31 AUG 2016 1%%1 Since 1985 Description.... BW2 revised at angle This Wall in File: PA16\16065-MAA-ist American Title-Twin Falls\03-Caiculations\first american titl RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,AC1 318-08,AC1 530-08 License To:AHJ ENGINEERS Design Summary Total Bearing Load = 5,788 Ibs ...resultant ecc. — 5.57 in Soil Pressure @ Toe = 1,448 psf OK Soil Pressure @ Heel = 1,448 psf OK Allowable _ 1,500 psf Soil Pressure Less Than Allowable Sliding Cafes ACI Factored @ Toe = 561 psf Lateral Sliding Force = 2,618.0 Ibs ACI Factored @ Heel = 3,143 psf Footing Shear @ Toe = 6.0 psi OK Footing Shear @ Heel = 9.9 psi OK Allowable = 75.0 psi Reaction at Top = 1,082.4 Ibs Reaction at Bottom = 2,618.0 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Concrete Stem Construction Thickness = 8.00 in Fy = 60,000 psi Wall Weight = 100.0 psf f'c = 2,500 psi Stem is FREE to rotate at top of footing Mmax Between @ Top Support Top&Base @ Base of Wall Stem OK Stem OK Stem OK Design Height Above Ftc = 12.00 It 5.16 ft 0.00 ft Rebar Size = # 5 # 5 # 5 Rebar Spacing = 12.00 in 12.00 in 12.00 in Rebar Placed at = Center Edge Edge Rebar Depth 'd' = 4.00 in 6.00 in 5.50 in Design Data fb/FB+fa/Fa = 0.000 0.991 0.000 Mu....Actual — 0.0 ft-ft 7,791.3 ft-# 0.0ft-4 Mn*Phi.....Allowable = 5,069.7 ft-# 7,859.7 ft-# 7,162.2ft-# Shear Force @ this height = 1,734.9 Ibs 3,334.2lbs Shear.....Actual = 36.14 psi 50.52 psi Shear.....Allowable = 75.00 psi 75.00 psi Other Acceptable Sizes&Spacings: Toe: #7 @ 18.00 In -or- Not req'd:Mu<phi*5*lambda*sgrt(f'c)*Sm Heel:#6 @ 16.00 in -or- Not req'd:Mu<phi*5*lambda*sgrt(f'c)*Sm Key: No key defined -or- No key defined AHJ Engineers, P.C. Title Frist American Title-BW2 revised Page: 4 Structural Consultants Job#: Dsgnr: CH Date: 31 AUG 2016 %% Since 1985 Description.... BW2 revised at angle This Wall in File: PM 6\16065-MAA-1st American Title-Twin Falls\03-Calculations\first american tit] RetainPro(a)1987-2016, Build 11.16.07.15 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,AC1 318-08,ACI 530-08 License To:AHJ ENGINEERS Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0]n2/ft (4/3)"As: 0 in2/ft Min Stem T&S Reinf Area 2.304]n2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per it of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.1728 in2/ft 44@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3048 in2/ft (4/3)'As: 0.4063 in2Jft Min Stem T&S Relnf Area 1.314 in2 200bd/fy:200(12)(6)/60000: 0.24 in2/ft Min Stem T&S Reinf Area per it of stem Height:0.192 In2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.3048 In2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in 05@ 38.75 in Maximum Area: 0.8128 in2/ft #6@ 27.50 in 46@ 55.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3) 'As: 0 in2/ft Min Stem T&S Reinf Area 0.990 in2 200bd/fy:200(12)(5.5)/60000: 0.22 In2/ft Min Stem T&S Reinf Area per it of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728]n2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft 45@ 19.38 in #5@ 38.75 in Maximum Area: 0.7451 in2/ft #6@ 27.50 in 06@ 55.00 in Footing Strengths& Dimensions Toe Width - 1.67 ft Heel Width = 2.33 Total Footing WidtP = 4.00 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in 2`� AHJ Engineers,P.C. Title Frlst American Title-BW2 revised Page: 5 Structural Consultants Job If: Dsgnr: CH Date: 31 AUG 2016 Since 1985 Description.... BW2 revised at angle This Wall in File: P:\16\16065-MAA-1 st American Title-Twin Falls\03-Calculations\first american titl RetalnPro(c)1987-2016, Build 11.16.07.15 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:AHJ ENGINEERS Footing Design Results Toe Heel Factored Pressure = 561 3,143 psi Mu':Upward = 1,275 3,861 ft-If Mu':Downward = 313 2,672 ft-It Mu: Design = 962 -1,189 ft-# Actual 1-Way Shear = 6.04 9.91 psi Allow 1-Way Shear = 75.00 75.00 psi Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per fc 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #5 @ 14.35 in #6@ 20.37 in Summary of Forces on Footing : Slab RESISTS sliding,stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 166.5 lbs 3.16 It 527.0 ft-It Axial Dead Load on Stem = 1,556.0 lbs 2.00 It 3,109.8 ft-It Soil Over Toe = 63.8 lbs 0.83 ft 53.2 ft-It Adjacent Footing Load = lbs It ft-If Surcharge Over Toe = lbs it ft-# Stem Weight = 1,200.0 lbs 2.00 it 2,398.3 ft-# Soil Over Heel - 2,202.3 lbs 3.16 ft 6,969.2 ft-If Footing Weight = 599.6 lbs 2.00 it 1,198.3 ft-ft Total Vertical Force - 6,788.2 lbs Moment = 14,255.8 ft-# Net Mom.at Stem/Ftg Interface= -2,687.5 ft-# Allow.Mom,Q Stem/Ftg Interface= 4,476.4 ft-#f Allow.Mom.Exceeds Applied Mom.? Yes Vertical component of active lateral soil pressure IS NOT considered In tho calculation of soil bearing pressures, ,v AHJ Engineers,P.C. Title Frlst American Title-BW4 revised Page: 1 Structural Consultants Job 4: Dsgnr: CH Date: 31 AUG 2016 Since 1985 Description.... BW2, BW4 This Wall in File: P:\16\16065-MAA-1st American Title-Twin Falls\03-Calculations\first american titl RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,AC1 318-08,ACI 530-08 License To:AHJ ENGINEERS Criteria L It-R,1- Retained Height = 11.50 It Wall height above soil = 0.50 It Total Wall Height — 12.00 It Top Support Height = 12.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 4.00 in zr Load Factors Building Code IBC 2009,ACI 318-08,ACI 530-08 Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Soil Data Allow Soil Bearing — 1,500.0 psf Equivalent Fluid Pressure Method At-rest Heel Pressure = 41.5 psf/ft Passive Pressure _ 318.5 psf/ft Soil Density = 115.00 pcf FootingliSoil Frictior = 0.400 Soil height to ignore for passive pressure = 12.00 In Surcharge Loads Surcharge Over Heel _ 100.0 psf >>>Used To Resist Sliding&Overturning Surcharge Over Toe = 0.0 psf Used for Sliding&Overturning Axial Load Applied to Stem Axial Dead Load = 489.0 Ibs Axial Live Load _ 606.0 Ibs Axial Load Eccentricity _ 0.0 in AHJ Engineers,P.C. Title Frist American Title-BW4 revised Page: 2 Structural Consultants Job#: Dsgnr: CH Date: 31 AUG 2016 *011%% Since 1985 Description.... BW2,BW4 This Wall in File: P:\16\16065-MAA-1st American Title-Twin Falls\03-Calculations\first american till RetainPro(c)1987-2016, Build 11.16.07.16 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,ACI 318-08,AC1 530-08 License To:AHJ ENGINEERS Uniform Lateral Load Applied to Stem Lateral Load = 0.0 0/ft ...Height to Top = 0.00 it ...Height to Bottom — 0.00 ft Load Type — Wind(W) (5trengtn Level) Wind on Exposed Stem = 18.0 psf Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 it Footing Type Line Load Base Above/Below Soil at Back of Wall — 0.0 it Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier — 0.200 g Added seismic per unit area — 0.0 psf Stem Weight Seismic Load Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf AHJ Engineers,P.C. Title Frist American Title-BW4 revised Page: 3 Structural Consultants Job#: Dsgnr: CH Date: 31 AUG 2016 Since 1985 Description.... BW2,BW4 This Wall in File: PA16\16065-MAA-1st American Title-Twin Falls\03-Calculations\first american titl RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,ACI 318-08,AC1 530-08 License To:AHJ ENGINEERS Design Summary Total Bearing Load = 4,447 Ibs ...resultant ecc. = 3.99 in Soil Pressure @ Toe = 1,484 psf OK Soil Pressure @ Heel = 1,484 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable Sliding Calcs ACI Factored @ Toe = 623 psf Lateral Sliding Force = 2,618.0 Ibs ACI Factored @ Heel = 3,099 psf Footing Shear @ Toe = 2.6 psi OK Footing Shear @ Heel = 7.1 psi OK Allowable = 75.0 psi Reaction at Top = 1,082.4 Ibs Reaction at Bottom = 2,618.0 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Concrete Stem Construction Thickness = 8.00 in Fy = 60,000psi Wall Weight = 100.0 psi f'c = 2,500psi Stem is FREE to rotate at top of footing Mmax Between @ Top Support Top&Base @ Base of Wall Stem OK Stem OK Stem OK Design Height Above Ftc = 12.00 ft 5.16 ft 0.00 ft Rebar Size = # 5 # 5 # 5 Rebar Spacing — 12.00 in 12.00 in 12.00 in Rebar Placed at = Center Edge Edge Rebar Depth 'd' = 4.00 in 6.00 in 5.50 in Design Data fb/FB+fa/Fa = 0.000 0.991 0.000 Mu....Actual = 0.0 ft-# 7,791.3 ft-# O.Oft-# Mn' Phi..,..Allowable = 5,069.7 ft-# 7,859.7ft-# 7,162.2ft-# Shear Force @ this height = 1,734.9 Ibs 3,334.2lbs Shear.....Actual = 36.14 psi 50.62psi Shear.....Allowable — 75.00 psi 75.00 psi Other Acceptable Sizes&Spacings: Toe: it 7 @ 18.00 in -or- Not req'd:Mu<phi`5'lambda'sgrt(f'c)"Sm Heel;#6 @ 16.00 in -or- Not req'd:Mu<phi'5"lambda'sgrt(f'c)`Sm Key: No key defined -or- No key defined AHJ Engineers,P.C. Title Frist American Title-BW4 revised Page: 4 Structural Consultants Job#: Dsgnr: CH Date: 31 AUG 2016 Since 1985 Description.... BW2,BW4 This Wall in File: P:\16\16065-MAA-1st American Title-Twin Falls\03-Calculations\first american titl RetalnPro(c)1987-2016, Build 11.16.07.15 License:KW-06057115 Restrained Retaining Wall Code: IBC 2009,AC1 318-08,AC1 530-08 License To:AHJ ENGINEERS Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 2.304 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per It of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 fn2/ft Horizontal Reinforcing Options: - One layer of: Two layers of Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 In2/ft #5@ 19.38 in 05@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 In #6@ 55.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3048 in2/ft (4/3)*As: 0.4063 in2/ft Min Stem T&S Reinf Area 1.314 in2 200bd/fy:200(12)(6)/60000: 0.24 in2/ft Min Stem T&S Reinf Area per It of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: -------- One layer of; Two layers of: Required Area: 0.3048 in2/ft #4@ 12.50 in 94@ 25.00 in Provided Area: 0.31 fn2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8128 In2Jft #6@ 27.50 in #6@ 55.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft 4/3 *As: Min Stem T&S Reinf Area 0.990 in2 200bd/fy:200(12)(5.5)/60000: 0.22in2/ft Min Stem T&S Reinf Area per It of stem Height:0,192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: _= One layer of: Two layers of Required Area: 0.1728 in2/ft #4@ 12.50 In #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7451 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Strengths &Dimensions Toe Width _ 1.17 ft Heel Width - 1.83 Total Footing WidtP = 3.00 Footing Thickness _ 12.00 in Key Width = 0.00 in Key Depth = 0.00 In Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density _ 150.00 pct Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in AHJ Engineers,P.C. Title Frist American Title-BW4 revised Page: 5 Structural Consultants Job#: Dsgnr: CH Date: 31AUG 016 �� Since 1985 Description.... Ael 1 BW2,BW4 This Wall in File: PM 6\16065-MAA-1st American Title-Twin Falls\03-Calculations\first american tit] RetainPro(c)1987-2616, Build 1t.16.07.15 License:KW-06057115 Restrained Retaining Wall License To:AHJ ENGINEERS Code: IBC 2009,AC1 318-08,AC1 530-08 Footing Design Results Toe Heel Factored Pressure = 623 3,099 psi Mu':Upward = 641 1,886 ft-# Mu': Downward = 153 1,308 ft-# Mu: Design = 488 -578 ft-# Actual 1-Way Shear = 2.63 7.06 psi Allow 1-Way Shear = 75.00 75.00 psi Min footing T&S reinf Area 0.78 1n2 Min footing T&S reinf Area per fc 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #5 @ 14.35 in #6Q 20.37 in Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 116.5 Ibs 2.41 ft 281.3 ft-4 Axial Dead Load on Stem = 1,095.0 Ibs 1.50 it 1,640.9 ft-9 Soil Over Toe = 44.7 Ibs 0.58 ft 26.0 ft-0 Adjacent Footing Load = Ibs ft ft-# Surcharge Over Toe = Ibs it ft# Stem Weight = 1,200.0 Ibs 1.50 ft 1,798.2 ft-ff Soil Over Heel = 1,540.9 Ibs 2.41 It 3,720.5 ft-# Footing Weight = 449.6 Ibs 1.50 ft 673.7 ft-# Total Vertical Force = 4,446.7 Ibs Moment = 8,140.5 ft-# Net Mom.at Stem/Ftg Interface= 1,477 2 ft# Allow.Mom.C)Stem/Ftg Interface= 4,476.4 ft-# Allow.Mom.Exceeds Applied Mom.? Yes Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. RECEIVED • SEP 0 2 2016 CITY OF TWIN FALLS BUILDING DEPT. ABBREVIATIONS GENERAL STRUCTURAL NOTES (G.S.N.) N POUNDS OR NUMBER ® AT >✓ A.B. ANCHOR BOLTS GENERAL STRUCTURAL AND MISC.STEEL A.F.F. ABOVE FINISH FLOOR THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING WORK.THE ARCHITECT WIDE FLANGE SHAPES:ASTM A992,FY=50 KSI MINIMUM. ADD'L. ADDITIONAL AND STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY.THESE STRUCTURAL DRAWINGS ARE INTENDED TO CHANNELS,ANGLES,PLATES AND BARS:ASTM A36,FY=36 KSI MINIMUM.ARC ,mg APPLIC. APPLICABLE PRESENT SUFFICIENT DIMENSIONS TO INDICATE MAJOR PLAN SIZES AND TO LOCATE PRIMARY STRUCTURAL COMPONENTS. HOLLOW STRUCTURAL SHAPES(HSS):ASTM A500,GRADE B,FY=46 KSI(RECTANGULAR SECTIONS),FY=42 KSI B.N. . ARCHITECTURAL THE CONTRACTOR SHALL COORDINATE LOCATION OF SECONDARY ELEMENTS,WALLS,OR MEMBERS RELATED TO OTHER B.N. BOUNDARY NAILING (ROUND SECTIONS). ' g B.O.D. BOTTOM OF DECK DISCIPLINES.USE DETAILS MARKED°TYPICAL°WHEREVER APPLICABLE.CHANGES,OMISSIONS OR SUBSTITUTIONS ARE NOT PIPE: ASTM A53 OR A501,FY=35 KSI MINIMUM. t �' BLKG. BLOCKING PERMITTED WITHOUT THE WRITTEN APPROVAL OF THE ARCHITECT AND STRUCTURAL ENGINEER.REFER TO SPECIFICATIONS BOLTS: ASTM A325 HIGH STRENGTH BOLTS(H.S.B.)UNLESS NOTED AS ASTM A307 MACHINE BOLTS(M.B.). WHERE HIGH i 1 FOR FURTHER REQUIREMENTS.ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING B.M. BEAM STRENGTH BOLTS ARE USED,THEY SHALL BE INSTALLED WITH LOAD INDICATOR DEVICES(LOAD INDICTOR WASHERS OR t 3 CODE(IBC).THE DESIGN,ADEQUACY AND SAFETY OF ERECTION BRACING,SHORING,TEMPORARY SUPPORTS,ETC.,IS THE BOT, BOTTOM SNAP-OFF HEADS). WHERE AN OVERSIZED OR SHORT SLOTTED HOLE OCCURS IN AN OUTER PLY OF ANY CONNECTION,A w BRNG. BEARING SOLE RESPONSIBILITY OF THE CONTRACTOR,AND HAS NOT BEEN CONSIDERED BY THE STRUCTURAL ENGINEER.THE HARDENED WASHER SHALL BE USED. CAIIous conditions still apply. 0 0 BTWN. BETWEEN CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE COMPLETON OF ALL SHEAR WALLS, C CAMBER _ ANCHOR BOLTS(AB.):ASTM F1554,GRADE 36 KSI.PROVIDE DOUBLE NUT FOR LEVELING AT COLUMNS OR BEAM BASE ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS.THE CONTRACTOR SHALL PROVIDE THE NECESSARY BRACING TO • PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE ABOVE-MENTIONED COMPONENTS.OBSERVATION VISITS TO THE SITE PLATES. N t C.F.S. COLD FORMED STEEL EXPANSION BOLTS(E.B.):IN CONCRETE,HILTI°KWIK BOLT R"(ESR-1917)OR APPROVED EQUIVALENT, IN GROUTED C.J.P. COMPLETE JOINT PENETRATION BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. MASONRY,HILTI"KWIK BOLT 3°(ESR-1385)OR APPROVED EQUIVALENT. CL CENTERLINE EPDXY ANCHORS:CARBON STEEL THREADED ANCHOR RODS CONFORMING TO ASTM A307 GRADE C,OR ASTM A193 GRADE Cmu CONCRETE MASONRY UNIT N O 4) C CLEAR SHOP DRAWINGS B7;OR STAINLESS STEEL THREADED ANCHOR RODS CONFORMING TO ASTM F593,ALLOY GROUP 1,TYPE 304,CONDITION � °u �. 2 0 COL COLUMN SHOP DRAWINGS ARE TO BE CHECKED AND APPROVED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTING TO THE CW. INSTALL RODS USING APPROPRIATE EPDXY ADHESIVE FOR THE BASE MATERIAL ACCORDING TO THE"GROUT AND u .� c � N CONC. CONCRETE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW. ANY REQUEST FOR MODIFICATION TO THE DRAWINGS MUST BE EPDXY ADHESIVE"SECTION ABOVE. CONN. CONNECTION SUBMITTED IN WRITING. THIS MAY BE ACCOMPLISHED THROUGH THE SHOP DRAWINGS ONLY IF THE CHANGE IS CLEARLY HEADED ANCHOR STUD(H.A.S.)AND THREADED ANCHOR STUD(TA.S.):ASTM A108-69T,FY=50 KSI,END WELDED PER ° CONT. CONTINUOUS REPRESENTED,CLOUDED AND NOTED AS BEING A REQUESTED CHANGE REQUIRING THE STRUCTURAL ENGINEER APPROVAL. MANUFACTURER'S RECOMMENDATIONS. _ P COORD. COORDINATE CHANGES TO THE DRAWINGS BY WAY OF THE SHOP DRAWINGS THAT ARE NOT CLEARLY NOTED AS STATED ABOVE,DO NOT POWDER DRIVEN FASTENERS(PDF):FOR ATTACHMENT TO STRUCTURAL STEEL,HILTI"X-EDNI°(ESR-1663)OR APPROVED D.B.A. DEFORMED BAR ANCHOR CONSTITUTE AN AUTHORIZED CHANCE EVEN THOUGH THE DRAWINGS HAVE BEEN STAMPED WITH THE STRUCTURAL ENGINEER EQUIVALENT. FOR ATTACHMENT TO CONCRETE,0.145°0 HILTI"X-ZF"(ESR-1663)OR APPROVED EQUIVALENT. DBL. DOUBLE REVIEW STAMP.GENERAL CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND COORDINATION OF DIMENSIONS AND DETAILS WELDING ELECTRODES OR WIRES:AWS A5.1 OR A5.5,E70XX;AWS A5.18,E7DS-X;AWS A5.20,E7XT-X. DEF. DETAIL FOR EACH SUBCONTRACTOR. ERECTION AND FABRICATION IN ACCORDANCE WITH AISC"SPECIFICATIONS FOR DESIGN,FABRICATION,AND ERECTION OF D DEAD LOAD DESIGN LOADS STRUCTURAL STEEL FOR BUILDINGS". WELDING SHALL CONFORM TO AWS"CODE FOR ARC AND GAS WELDING IN BUILDING i D..P. DEEP CONSTRUCTION". ALL WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS. ALL COLUMNS AND BEAMS TO BE O•ti Af0" Q ` OWLS. DOWELS FLOOR WE LOAD— — — — — — — — — —50 PSF FROM UNSPLICED LENGTHS UNLESS NOTED OTHERWISE ON THE DRAWINGS. SUBMIT SHOP DRAWINGS SHOWING SIZES, E.A. EPDXY ANCHOR OFFICE PARTITION DEAD LOAD — — — — — — — —15 PSF DIMENSIONS AND REQUIRED CONNECTION DETAILS FOR REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO E.B. EXPANSION BOLTCORRIDOR AND STAIR LIVE LOAD 100 PSF FABRICATION. E.N. EDGE NALJNG ROOF LIVE LOAD— — —20 PSF FIELD WELDS:WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED IN THE SHOP WHENEVER PRACTICAL.AN EFFORT M} ELEV. EACH ROOF GROUND SNOW LOAD,PO— — _ — — — — — _15 PSF HAS BEEN MADE TO INDICATE WELDS THAT CAN BE OR SHOULD BE FIELD WELDED.IT IS,HOWEVER,THE FABRICATORS 4 CF tpM U FLAT-ROOF SNOW LOAD,PF— — — — — — —25 PSF RESPONSIBILITY TO DECIDE WHERE AND HOW THE WELDING IS TO BE ACCOMPLISHED TO ACHIEVE THE INTENDED RESULT. E.S. EDGE SCREWING W,d EMBED. EMBEDMENT SNOW EXPOSURE FACTOR,CE— — — — — — — —1.0 1 EXIST. EXISTING IMPORTANCE FACTOR(SNOW)IS_ — _ — — — — —1.0 WOOD EXT. EXTERIOR THERMAL FACTOR,OF — — — — — — — — —1.1 F.N. FIELD RAILING BUILDING OCCUPANCY CATEGORY PER IBC _ _ _ _ _ _II GENERAL: FDN. FOUNDATION BASIC WIND SPEED— — — — — _ — _ —115 MPH(3 SEC GUST),EXPOSURE C ALL WOOD BEARING ON CONCRETE,IF LESS THAN 4'-0"ABOVE GRADE,SHALL BE PRESSURE TREATED DOUGLAS FIR. FIN. FINISH IMPORTANCE FACTOR(WIND)6 — — — - — — _ —1.0 STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES,ETC.,UNLESS SPECIFICALLY NOTED OR DETAILED. • FLR. FLOOR INTERNAL PRESSURE COEFFICIENT,Gcn — _ — — —3 0.18 SAWN LUMBER:NO.2&BEFTER DOUGLAS FIR-LARCH,WWPA GRADING RULES, FRMG. FRAMING IMPORTANCE FACTOR(SEISMIC)IF _ 1.0 GLU-LAMINATED MEMBERS: FTC. FOOTING SIMPLE SPAN BEAMS:24F-V4. S,_ _ _ _ _ _ _ _ _ _ _ _0.20 G.S.N. GENERAL STRUCTURAL NOTES S,_ _ _ _ _ _ _ _ _ _ _ _0.079 CONTINUOUS OR CANTILEVER BEAMS:24F-V8. G.A. GAUGE SITE CLASS— — _D GILL-LAMINATED MEMBERS SHALL CONFORM TO THE LATEST EDITION ABC 117,'DESIGN STANDARD SPECIFICATIONS FOR GLB GLU-LAM BEAM SIT-_ _ _ _ _ _ _ _ _ _ _ _0.215 STRUCTURAL GLUED LAMINATED TIMBER OF SOFMDOD SPECIES." SHOP DRAWINGS OF GLU-LAMINATED MEMBERS TO BE H.A.S. HEADED ANCHOR STUD _ _ _ _ _ _ _ _ _ _ _ _ SUBMITTED FOR REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION. H.S.B. HIGH STRENGTH BOLT SEISMIC DESIGN CATEGORY — _ _ _ _ _ _ _B 127 SHEATHING:APA RATED SHEATHING,APA RATED STURD-I-FLOOR,EXPOSURE-1,NER-108. HORIZ. HORIZONTAL SEISMIC FORCE RESISTING SYSTEM — UGHT FRAMED WITH SHEATHING FRAMING ANCHORS AND CONNECTORS: "SIMPSON STRONG TIE"OR APPROVED EQUIVALENT AS INDICATED ON DRAWINGS. L INFO. INFORMATION DESIGN RASE SHEAR — — _ _ _ — — — —0.033WT(STRENGTH) INSTALL AND CONNECT PER MANUFACTURER'S REQUIREMENTS. TNT. INTERIOR RESPONSE MODIFICATION FACTOR,R _ _ _ _ _ _ _fi?h NAIL GUNS:ALL NAILED ROOF OR FLOOR DIAPHRAGMS AND SHEAR WALLS ARE DESIGNED USING ALLOWABLE IBC SHEAR J.A. JOIST BEARING SEE PLANS FOR SPECIAL MECHANICAL UNIT LOADING. VALUES WHICH ARE BASED ON CONVENTIONAL COMMON NAIL SIZES. USE OF PNEUMATIC NAIL GUNS OR STAPLES IS W JST. JOIST ACCEPTABLE ONLY WITH ENGINEER APPROVAL OF TYPE OF FASTENER AND SPACING IN ORDER TO MEET INTENDED DESIGN 1=' I i K KIPS(1000 POUNDS) FOUNDATION LOADS. FOR NAILING NOT SHOWN ON DRAWINGS,USE IBC FASTENING SCHEDULE,TABLE 2304.9.1. V_ w* i LL LIVE LOAD r, "� LLH LONG LEG HORIZONTAL THE ASSUMED DESIGN ALLOWABLE SOIL BEARING PRESSURE=1500 PSF.BOTTOM OF ALL FOOTINGS TO BEAR ON FASTENERS IN CONTACT WITH PRESSURE PRESERVATIVE-TREATED(PPT)AND FIRE-RETARDANT-TREATED WOOD ARE TO BE Q LL. LLV LONG LEG VERTICAL COMPETENT NATIVE INORGANIC UNDISTURBED SOIL 1'-O"MIN.BELOW EXISTING GRADE OR COMPACTED STRUCTURAL FILL. HOT-DIPPED GALVANIZED STEEL,STAINLESS STEEL,SILICON BRONZE OR COPPER. CONNECTIONS SHOULD NOT 19 ® '® LSL LAMINATED STRAND LUMBER EXTEND ALL EXTERIOR FOOTINGS 24°MINIMUM BELOW FINISHED GRADE. NO FOOTING SHALL BEAR HIGHER THAN A 1 INCORPORATE DISSIMILAR METALS OR METALLIC COATINGS IN CONTACT WITH EACH OTHER. PRODUCTS IN WHICH THE _V LVL LAMINATED VENEER LUMBER COATINGS HAVE BEEN DAMAGED OR COMPROMISED DURING SHIPPING,STORAGE OR INSTALLATION SHOULD BE DISCARDED VERTICAL TO 1.5 HORIZONTAL SLOPE ABOVE ANY EXCAVATION,EXISTING OR PLANNED. CONTRACTOR SHALL PROVIDE 1e V) V! MA. MACHINE BOLT TEMPORARY SHORING TO PREVENT MOVEMENT OF WALLS IF 13ACKFILL IS PLACED BEFORE FLOOR SYSTEM IS IN PLACE. OR OTHERWISE EFFECTIVELY RESTORED(IBC SECTION 2304.9.5,IRC SECTION R319.3). IJJ J J MAX. MASONRY THERE SHALL BE 95%COMPACTION(ASTM D1557 MODIFIED PROCTOR DENSITY)OF ALL BACKRLL SOIL UNDER SLABS ON "J _J MAX. MAXIMUM GRADE PREFABRICATED WOOD TRUSSES Q < MECH'L MECHANICAL L MFR. MANUFACTURER CASE-IN-PLACE CONCRETE MAXIMUM TRUSS SPACING:24"O.C. MIN. MINIMUM TRUSS LOADING UNLESS NOTED OTHERWISE ON DRAWINGS: F Z MISC. MISCELLANEOUS ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS: ' N.T.S. NOT TO SCALE , TOP CHORD SNOW LOAD=25 PSF. ♦� 3000 PSI---FOOTINGS AND INTERIOR SLABS ON GRADE. N0. NUMBER * TOP CHORD DEAD LOAD=9 PSF. 4000 PSI---EXPOSED S AN SLABS,FOUNDATION WALLS,COLUMNS,AND BEAMS.(2500 PSI USED FOR DESIGN). LL O.C. ON CENTER BOTTOM CHORD LIVE LOAD=10 PSF. • O.H. OPPOSITE HAND MAXIMUM SLUMP;3°FOR SLABS AND FOOTINGS;4"FOR WALLS,COLUMNS AND BEAMS. BOTTOM CHORD DEAD LOAD=9 PSF. ` O.W.S.J. OPEN WEB STEEL JOIST CONSTRUCTION TO BE IN ACCORDANCE WITH ACI 318-11(R-11),"CHAPTER 3 FOR STANDARDS FOR TESTS&MATERIALS, OPNG. OPENING CHAPTERS 4,5,6&7 FOR CONSTRUCTION REQUIREMENTS".REFER TO ACI 302.IR-04 FOR SLAB ON GRADE MIX NOTE:LIVE LOADS ARE NOT CONCURRENT. P.D.F POWDER DRIVEN FASTENER DESIGN. LOCATION OF CONSTRUCTION OR POUR JOINTS MUST BE APPROVED BY THE ARCHITECT AND STRUCTURAL U P.T. PRESSURE TREATED ENGINEER IF DIFFERENT FROM THAT SHOWN ON PLANS. TRUSSES TO BE-FABRICATED BY A CERTIFIED MEMBER OF THE TRUSS PLATE INSTITUTE. DESIGN FABRICATION AND PERP. PERPENDICULAR ERECTION TO CONFORM TO THE TRUSS PLATE INSTITUTE STANDARDS. CONNECTOR PLATES SHALL HAVE ICC-ES - PL. PLATE REINFORCING STEEL ACCEPTANCE.ALL CHORD MEMBERS SHALL HAVE LUMBER GRADE STAMPS;ALL WEB MEMBERS SHALL GRADE STAMPS OR PLF POUNDS PER LINEAR FOOT ALL WEB MEMBERS,FOR GIVEN TRUSS,SHALL BE MADE FROM THE SAME LUMBER GRADE WITH AT LEAST 50%OF THE PSF POUNDS PER SQUARE FOOT WELDED WIRE REINFORCING:ASTM A82 AND A185. WEB MEMBERS BEARING A GRADE STAMP, TRUSS DESIGNS AND ERECTION PLANS SHALL BE BY A PROFESSIONAL SHEETTITLE: PSI POUNDS PER SQUARE INCH DEFORMED BARS:ASTM A615,GRADE 40 FOR#3;GRADE 60 FOR#4&LARGER;ASTM A706 FOR WELDED CONDITIONS. ENGINEER REGISTERED IN THE STATE OF IDAHO. PSL PARALLAM LAP SPUCES: ERECTION PLANS SHALL SHOW TRUSS SPACING,TRUSS MARK NUMBERS(CORRESPONDING TO THE DESIGN CALCULATIONS), PT. POINT * CONCRETE: 40-BAR DIA.,TYPICAL UNLESS NOTED OTHERWISE. CONCENTRATED LOADS,PERMANENT BRACING/BRIDGING AS REQUIRED BY THE TRUSS DESIGN AND ERECTION BRACING. _ REINF. REINFORCING SHOP DRAWINGS SHALL INCLUDE,FOR EACH TYPE OF TRUSS,DIMENSIONS AND CONFIGURATIONS,NOMINAL LUMBER SIZE REQ'D. REQUIRED WELDED WIRE FABRIC SPLICES:WIRE SPACING+2". AND GRADE,SPECIFICATIONS FOR CONNECTOR PLATES USED,SIZE AND LOCATION OF EACH CONNECTOR AT EACH JOINT i SCHED. SCHEDULE CONCRETE COVER: AND AMOUNT OR CAMBER IF REQUIRED. DESIGN CALCULATIONS,SHOP DRAWINGS AND ERECTION PLANS SHALL BE GENERAL SHT. SHEET UNLESS OTHERWISE NOTED ON THESE DRAWINGS,UTILIZE THE FOLLOWING CLEAR EMBEDMENT AT REINFORCING BARS SUBMITTED FOR REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION. STRUCTURAL SHTG. SHEATHING VALUES FOR CAST-IN-PLACE,NON-PRE-STRESSED CONCRETE TYPICALLY: SIM. SIMILAR PROPRIETARY PRODUCTS NOTES S.J. SLAB JOINT CONCRETE CAST AGAINST SOIL=3". SPECS. SPECIFICATIONS FORMED CONCRETE EXPOSED TO EARTH OR WEATHER=2°(#6 OR GREATER) PRE-MANUFACTURED WOOD I-JOISTS,BEAMS,AND TRUSSES SHALL HAVE ICC-ES ACCEPTANCE,AND BE OF THE SAME SQ. SQUARE FORMED CONCRETE EXPOSED TO EARTH OR WEATHER=1-1/2"(/5 OR LESS) DEPTHS AND SPACING AS NOTED ON THE FRAMING PLANS.THE DESIGN LOAD CARRYING CAPACITIES OF THE PRODUCTS STAGG. STAGGERED CONCRETE NOT EXPOSED TO EARTH OR WEATHER=3/4'(SLABS,WALLS&JOISTS) SUPPLIED MUST BE EQUAL TO OR GREATER THAN THE MANUFACTURER'S PUBLISHED LOAD TABLES. INSTALL THE PRODUCT STD. SSTTANDAARD CONCRETE NOT EXPOSED TO EARTH OR WEATHER=1-1/2"(BEAMS&COLUMNS) PER MANUFACTURER'S RECOMMENDATIONS. SUBMIT SHOP DRAWINGS OF LAYOUT AND REQUIRED CONNECTION DETAILS FOR STIFF.w STL STEEL SLAB ON GRADE=1-1/2°. RENEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION. T.A.S. THREADED ANCHOR STUD DEFERRED SUBMITTAL ITEMS T.N. TOE NAIL CONTRACTORSHALLVERIFY T.O.F. TOP OF FOOTING USE ONLY A706 STEEL FOR ALL WELDED REINFORCING. SECURELY TIE ALL REINFORCING IN PLACE WITH DOUBLE DOCUMENTS FOR DEFERRED SUBMITTAL RENTS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR ALL DIMENSIONS&CONDITIONS >)� ANNEALED 16-GAUGE IRON WIRE OR APPROVED CLIPS. SUBMIT SHOP DRAWINGS OF REINFORCING STEEL FOR RENEW BY SHOWN OR IMPLIED i T.O.M. TOP OF MASONRY T.O.S. TOP OF STEEL THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION. REVIEW.DEFERRED SUBMITTAL ITEMS INCLUDE: L" TYP. TYPICAL * DRAWING SO A LE APPLIES TO U.N.O. UNLESS NOTED OTHERWISE GROUT AND EPDXY ADHESIVES PRE-MANUFACTURED WOOD TRUSSES 22'X34'SHEET SIZE VERi. VERTICAL THESE ITEMS SHALL NOT BE INSTALLED UNTIL THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN:1)REVIEWED AND BEEN V.LF. VERIFY IN FIELD NON-SHRINK GROUT': "MASTERFLOW 928"AS MANUFACTURED BY BASF BUILDING SYSTEMS OR APPROVED EQUIVALENT. FOUND TO BE IN GENERAL CONFORMANCE WITH THE BUILDING DESIGN BY THE ARCHITECT AND STRUCTURAL ENGINEER, REVISION W.F. WIDE FLANGE(BEAM) EPDXY ADHESIVES: AND 2)APPROVED BY THE BUILDING OFFICIAL. W.P. WORK POINT FOR INSTALLATION IN CONCRETE: SIMPSON'SEF-XP"(ESR-2508) QOWNERS REVISIO�D�ATEr W/ WITH SPECIAL STRUCTURAL INSPECTIONS -e W/o WITHOUT THE OWNER SHALL EMPLOY A SPECIAL INSPECTION SERVICE TO PERFORM INSPECTIONS IN ACCORDANCE WITH CHAPTER 17 WD. WOOD OF THE 2012 INTERNATIONAL BUILDING CODE. INSPECTION REPORTS FOR THE ITEMS LISTED IN THE"SPECIAL INSPECTION W.W.R. WELDED WIRE REINF. SCHEDULE"SHALL BE FURNISHED TO THE STRUCTURAL ENGINEER OF RECORD IN A TIMELY MANNER. INSPECTION DRAWN w REPORTS SHALL INDICATE THAT WORK INSPECTED WAS DONE IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS. BY: G.V. DISCREPANCIES THAT ARE NOT CORRECTED SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER OF • RECORD PRIOR TO THE COMPLETION OF THAT PHASE OF THE WORK. A FINAL REPORT DOCUMENTING THE REQUIRED CHECKED ` SPECIAL INSPECTIONS AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED TO THE BY: GH. F OWNER AND STRUCTURAL ENGINEER OF RECORD.SEE S002 FOR SPECIAL INSPECTIONS TABLE. AHJ ENGINEERS,PC JOB 6 '�5�iv-eG7 E �1 S"fRUBIS EAGLE RD.#140 IB IDAHOS 37 3 IS PROJECT 12312-16A J(CT3#3-0t99 DATE: MAY 25,2016 In`11+ h PRO ECT# LONO00 slxuct��i�woernuSNm CONOLRS SHEEP OF JCOO1 v\'(� Building Plane have been reviewed and approvgd a All Construction Subject • To Field Inspec�ti'o-n, 4 • SPECIAL INSPECTION REQUIREMENTS FOOTING SCHEDULE O V! � INSPECTION MARK SIZE REINFORCING COMMENTS L $ SYSTEM OR MATERIAL �71.iNCE CCODE OR STANDARD FREQUENCY REMARKS F11'-4"x 12°DP. (2)g5 CONT. CENTER ON WALL REFERENCE CONTINUOUS PERIODIC • F2 SOILS 2'-0"x 12"DP. (2)#5 OONT. CENTER ON WALL VERIFY FOOTING BEARING CAPACITY AND SUBGRADE PREPARATION FOR FILLS X F3 2'-9"x 12"DP. (3)#5 CONT. CENTER ON WALL = _ m a FILL MATERIAL VERIFICATION X F4 4'-0"x 12°DP. (4)#5 CONT. Q FILL PLACEMENT&COMPACTION X (7)15 CONT.W/ VERIFY MATERIALS BELOW SHALLOW TABLE 1704.7 F5 6'-9"x 14"DP. F 3 FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE X p5 AT 10"O.C.TRANvERSE a° DESIGN BEARING CAPACITY (9)/5 CONT.W/ 8 VERIFY EXCAVATIONS ARE EXTENDED TO F6 9'-2"x 14"DP. #5 AT 10"O.C.TRANVERSE ' S" PROPER DEPTH AND HAVE REACHED PROPER X N 8 MATERIAL L- & • VERIFY USE OF PROPER MATERIALS,DENSITIES FB NOT USED v w �' N AND LIFT THICKNESS DURING PLACEMENT AND X . 0 e COMPACTION OF COMPACTED FILL TABLE 1704.7 F9 NOT USED �. w s PRIOR TO PLACEMENT OF COMPACTED FILL, N5 AT 10"EA.WAY OBSERVE SUBGRADE AND VERIFY THAT SITE X FIO 12"DP.FTG.PER PUN TOP AND DOT. L s HAS BEEN PREPARED PROPERLY o CONCRETE r^1 4'-4"S0.x 12"DP. (4)#5 CONT. 1704.43'-0"SO.x 12"DP. (3)#5 CONE. REINFORCING STEEL PLACEMENT 1907.5 ACI 318:1- XTOLERANCES AND REINFORCING PLACEMENT PER ACI 7.5;1913.4 ACI 318:7.1-7.7 SPACING LIMITS FOR REINFORCING ACI 7.61901.4.2FN TABLE 1704.4 SPECIAL INSPECTIONS APPLY TO SHAPE,LOCATION AND ��oN A•O 5 VERIFICATION OF FORMWORK 1906.1 ACI 318:6.1.1 X DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED _. • POST INSTALLED CONCRETE ANCHORS CONCRETE WALL/COLUMN SCHEDULE SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT NAME, m�, V(� a INSPECTION OF ANCHORS INSTALLED IN ICC EVALUATION REPORT TYPE,AND DIMENSIONS,HOLE DIMENSIONS,COMPLIANCE WITH MARK SIZE REINFORCEMENT 4"�r•OF tQ'g u HARDENED CONCRETE 1912.1 ACI 318:3.8.6,8.1.3, X DRILL BR REQUIREMENTS,CLEANLINESS OF THE HOLE AND W 3 ° 21.1.8 ANCHOR,ADHESIVE EXPIRATION DATE,ANCHOR/ADHESIVE #5 VERT,AT 12"O.C.W/2"CLR. a INSTALLATION,ANCHOR EMBEDMENT,AND TIGHTENING TORQUE 51 8"WIDE W/#4 HORIZ.AT 12"O.C. a FABRICATORS 2"CLR.FROM INSIDE FACE OF WALL SPECIAL INSPECTIONS APPLY TO VERIFICATION OF DETAILED #5 VERT.AT 6"O.C.W/2"CLR. / FABRICATORS 1704.2 X FABRICATION AND QUALITY CONTROL PROCEDURES INCLUDING W 4 2° REVIEW FOR COMPLETENESS AND ADEQUACY RELATIVE TO THE F CODE REQUIREMENTS. STEELCIL SPECIFIED IN IN TOP 5'THEN AT 10"O.C. CC1 NOT USED FABRICATION OF STRUCTURAL ELEMENTS 1704.2 X REFER TO INSPECTION OF FABRICATOR REQUIREMENTS (8) ASTM STANDARDS 1 I ' 1.MATERIAL VERIFICATION OF HIGH STRENGTH 1704.3.3 CONSTRUCTION X MANUFACTURER'S CERTIFIED TEST REPORTS BOLTS,NUTS AND WASHERS DOCUMENTS IJJ RCSC 2.1 J 3.INSPECTION OF HIGH STRENGTH BOLTING: I-. W Q A)SNUG-TIGHT HIGH STRENGTH BOLT RCSC SPECIFICATION X ALL CONNECTIONS INSPECTED AND VERIFIED SNUG COLUMN SCHEDULE Z U Q INSTALLATION FOR STRUCTURAL JOINTS B)PRETENSIONED HIGH STRENGTH BOLT USING ASTM A325 OR MARK SIZE COMMENTS Q L Q INSTALLATION USING TURN-OF-THE-NUT TABLE 1704.3 A490 BOLTS SECTION 9 ALL CONNECTIONS INSPECTED,CONNECTIONS USING DIRECT �6"x10"z10°BASE PLATE W/ METHOD WITH MATCH MARKING,DIRECT TENSION X TENSION INDICATORS,ALL BOLTS SHALL BE INSPECTED AFTER S4 a 9. C U O • INDICATOR METHOD,OR TWIST-OFF TYPE AISC 360. SNUGGING AND AFTER PRETENSIONING ` TENSION CONTROL BOLT METHOD SECTION M2.5 U..O.P P W J J 5.MATERIAL VERIFICATION OF WELD FILLER 1704.3.1 APPLICABLE S5A5 X MANUFACTURER'S CERTIFIED TEST REPORTS CA C2 NOT USED C METALS DOCUMENTS C3 6 D. �1 ST BUI ANT THE LL Q I.L. LL 6.VERIFYING USE OF PROPER WPS'S X COPY OF WELDING PROCEDURE SPECIFICATIONS 7.VERIFYING WELDER QUALIFICATIONS I X ICOPY OF QUALIFICATION CARDS t~/� B.INSPECTION OF WELDING 3 3 a.Structural steel and cold-formed steel deck: U. I... I 5)SINGLE PASS FILLET WELDS LESS THAN OR WALL SCHEDULE EQUAL TO 5/16" X • MARK STUD SIZE STUD SPACING WOOD w FABRICATION OF PREFABRICATED STRUCTURAL W1 2z6 AT 16"O.C. ELEMENTS 1704.2 X REFER TO INSPECTION OF FABRICATOR REQUIREMENTS WOOD-SEISMIC RESISTANCE CONNECTIONS FOR DIAPHRAGM CHORDS, s_HgEiime. COLLECTORS,BRACING,AND SHEAR WALL X ALL CONNECTIONS VISUALLY INSPECTED 1 W3 2x6 AT 12"O.C.UNDER EA.JOIST ANCHORAGE AND HOLDOWNS ` SPECIAL INSPECTION IS NOT REQUIRED WHEN FASTENER F 1 T T E x x F SPECIAL FASTENING OF DIAPHRAGM AND SHEAR WALL SHEATHING WITH EDGE NAILING<=4° X WALLS,DIAPHRAGMS,NAILING,BUILDING AND OTHER SPACING IS GREATER THAN 4"ON CENTER FOR WOOD SHEAR HEIGHT 2x6 STUDS ARE NOT AVAILABLE. COMPONENTS IN THE SEISMIC FORCE-RESISTING SYSTEM INSPECTIONS, • TABLES AND SCHEDULES e HEADER SCHEDULE F OPENING WIDTH HEADER SIZE TRIMMER STUD(S) KING STUD(S) SILL UNDER WINDOW 1 0'-0"TO 4'-0" (2)2x8 (1)2x6 (1)2x6 (1)2z6 CONTRACTOR.SHALLVERIFY ALL DIMENSIONS&CONDITIONS 4'-1"TO 6'-0" (3)2x8 (1)2x6 (1)2X6 (2)2z6 SHOWN OR IMPLIED 6'-1"TO 8'-4" (3)2x12 (1)2%6 (2)2x6 (1)2x6 DRAWING SCALE APPLIES TO d 22"X 34"SHEET SIZE L• (3)1�"VIL 1.9E Ht � (2)2X6 (2)2X6 (2)2x6 RevlsloN DATE H2 (2)2x10 (1)2x6/(2)20 (1)2x6/(2)2x4 (1)2x6 Q OWNERS REVISIONS OB/31/I6 H3 (3)1%L L 1.9E (1)2x6 (1)2X6 (1)2x6 3 (3)2x4 (1)2x6 (1)2x6 (1)2X6 DRAWN BY: 1.FOR LAYOUT SEE DET.B/S401. CHECKED 2.COMPARE TRIMMER STUD(S)TO HOLD DOWN STUD(S)REQ'D.LARGER SIZE GOVERNS. G r��J BY: CH. a AHJ ENGINEERS,PC JOB 8 STRUCTURAL CONSULTANTS NUMBER: 12312-I&A 541� EAGLE RD,B' OISISE,IDAHU 83713 71] PROJECT (208)323-0199 DATE: MAY 25,2016 PROJECT# 16065.00 SIRUCTU-DEfPe3ANDaDNCA➢R SHEET S002 OF C.-J WPYRIGIa' ENGP®Ex.Sm d • 1 • ` 41'-81/2" 6 44'-I4" _ T.D.F. S200 SIM PLAN NOTES O Ffi CW2 r 1. FOR GENERAL STRUCTURAL NOTES(G.S.N.),SEE SHEET S001. N tY"X14"1.3 E LSL STAIR 2. THE DIMENSIONS SHOWN HERE APPLY TO STRUCTURAL ELEMENTS ONLY AA�� • a o STRINGERS AT 16"O.C. SEE ARCHITECTURAL PLANS FOR ANY DIMENSIONS NOT NOTED. W T.O.F. 6 CW2 T.O.F. A • 98_p 6 I 5200 �_4. 3.FOR PIPE PENETRATION THRU WALL SEE 2/5200. Q 5200 _ ' FS SIM 12 CW1 CW2 IL UP Sim 4. T.0F. DENOTES ELEVATION. • �� F4 J T.O.F.=TOP OF FOOTING m ` _ _ CW2 5. W1 DENOTES WALL MARK NUMBER.SEE WALL SCHEDULE S002. 'o F5 C1 DENOTES CONCRETE WALL.SEE WALL SCHEDULE S002. DENOTES COLUMN MARK NUMBER.SEE WALL SCHED.S002. g 3 r ———— — — — — CW1 m $ 6 s = MATCH AND LAP HORIZ.REINF. I 9 W2 UP 5200 6. S S DENOTES STEP IN FOOTING,PER DETAIL 4/S200. AND EPDXY INTO BASEMEN I S2� DRAIN PER ARCH'L —i— SIM Cn WALL W/5"EMBED I I ] I >` L a rn � z c m 5260 0 I I I 5270 0 W 2 II rIII WF21 rJ v F 2 I Jc 7 P T.O.F.S200 TYP 7 Typ — 88-4" S200 n L o W' •,� Y• II I II 7 WZ 20 TYP II II II 1I 8 200 YP S80 L __ J L — - -— Ir— — CW I — I F31 5200 Aj���'•`�WO _ au a F3 5'-2" 15-10�" I I g° a II I I I °I FIN.FIR.M. I I T.O.F. 6'-2" 88'-0" • J I 5200 5200 W3 5200 I L-- - - -- - - -- — — — —— — — — — — —� w Lu ---- — - - - -- -- I u x 6 ��� I zF. a q, F10 I 8804" 5200 'C � �<��c'? O.F. I I CW1 V O %? F11 Lu j I I I I I I I a U. a AT BUMP-OUT REFER TO ARCH'L 2-0" FOR DIMENSI S AND PROVIDE 15 N ? Z ° I VERT.AT 12" C.EA.FACE AND 3 4 OONC.SLAB ON GRADE I }4 HORIZ.A 12"O.C.EA FACE 6s PERECUBICSYAM,••1� 5200 TYP I u u L � I SHEET TITLE: CW1 I I Fw-31 S J H N S J I I CW1 F12 I F3 I - - I F11 DENOTES SLAB JOINT ,� SPACE PER 1/S200 � T1P.U.N.O. SJ SJ //- I FOUNDATION i PLAN • II I � — a T.O.F. CONTRACTOR SHALL VERIFY — —I L — — — — L — — —— — 6 DRAWIN ALL DIMENSIONS 8 CONDITIONS _ 5200 SHOWN OR IMPLIED - _ _ _ _ _ - - _ _ - _ _ _ L - - - J I1 SCALE APPLIES TO 22"X34'SHEE SIZE0O G N � , m � REVISION DATE NERS REVISIONS —1111 CH AND LAP HORIZ.REINF. F12 D EPDXY INTO BASEMEN CW1 AT BUMP-ON,REFER TO ARCH'L W/5"EMBED T.O.F. S2W FOR DIMENSIONS AND PI DE 15 F12 ZT Q '? 88'-4 TYP VERT.AT 12"O.C.EA.FACE AND CW1 I4 HORIZ.AT 12"O.C.EA FACEByAWN 14'-8" 2g'_8r^ Z CHECKED mBY: C.H. 89'-4" AHJ ENGINEERS,PC iGe 9 STRUCTURAL CONSULTANTS NUMBER: 12312-16A • 5418 I�1S(208)3 3 EAGLE 3-01990713 13 DATE: MAY 25,2016 FOUNDATION PLAN PROJECT# 16065.00 NORTH CoPmIGMU®ARJ&ICdNmti,PG SHEET S1 oo OF ' a 1 ,1 4 PLAN NOTES O a 5300 1. FOR GENERAL STRUCTURAL NOTES Vf A (G.S.N.),SEE SHEET 5001. L g TTYP 2 ELEEMEINTSNOIONS NLY EEOWN HERE ARCHITECTURALYPTLANS�FORTURAL ANY STHDIO T.O.F. 12 DIMENSIONS NOT NOTED. A T.O.F. 1 98-0 W1 98-0. < 3 5200 3 3A 3. W1 DENOTES WALL MARK $� F2 5300 g300 #DN 14'TJI 360 5300 SIM SJ00 SIM NUMBER.SEE WALL SCHEDULE 5002. - — _ _ __ _— ——— ———— —— CB1 p 1 AT 16"O.C. C1 DENOTES COLUMN MARK NUMBER. m • I o — _____ __—— SEE FOOTING SCHEDULE S002 o b SEE COLUMN SCHEDULE F1 DENOTES FOOTING MARK NUMBER AND EPDXY INTO BASEMENT T DIN 5400 1 1 ■ • _ MATCH AND LAP HORIZ.REINF. I 12 12 STFIDI4 5300 4. DENOTES WOOD SHEAR WALL TYPE. s a 11 5400 11 SIM SEE SHEAR WALL SHED.3/5401. V) $' o w 1 WALL W/5"EMBED g — 5300 5.FLOOR DECK i L 540, H2 23/32"ARA RATED SHTG.48/24 T&G SUB-FLOOR.(EXTERIOR) O1 y t A I — _ — — — — — NAILING:10d AT 6"O.C.ALL PANEL EDGES 10d AT 12"O.C.AT o o° AT FLOOR 12 - ! INTERMEDIATE SUPPORTS.STAGGER PANEL JOINTS. p 5300 UNDER-"FINISH PER ARCH'L o E FIN.FIR.ELEV.=100'-O" 14"TJI 360 AT 16"O.C. C a z 12 6. STHD10 DENOTES HOLD DOWN STRAP W/(2) L • 2z6 HOLD DOWN STUDS.NAIL TOGETHER a, 5300 14"TJI 360 AT 16"D.C. W/(2)ROWS OF 16d AT 8"O.C. 441. 3 E LSL STAIR10 AT 16"D.C. 2 1�x14" , 7. DENOTES HEADER PER 5300 ' ' _ 5300 TYP HEADER SCHEDULE ON SHEEP 5002. _ - O 8. CB1 DENOTES CONCRETE BEAM(TOP AND 1.9E LVL BOTTOM)BUILT INTO THE BASEMENT WALL 1 I 4 CONC.STAB ON GRADE �—I— — — H3 — H3 3 P W/(2) 5 HORIZ.EXTENDING 2'0" H3— H4 H4 — '..H3 _ L — — — — — — — Z — �...... BEYOND OPENING W/2"CLR.FROM THE 12� BOTTOM AND TOP OF THE OPENING.THE fir!Of W/"FIBER-MESH 3G0"DE1. 5100 BEAM SHALL BE MIN.OF 16"DEEP MIN. W.3 • I I Ibs PER CUBIC YARD. SIM PROVIDE(2)/5 VERT.JAMB SR.ON EA SIDE. a P 9. S S DENOTES STEP IN FIG.SEE DET.4/5200. I _. 5400 S400 1 I 14"TJI 360 AT 16"O.C.:::. 5401TYP III g • F7 W1 W1 W J WI — �- uw 0 — J 5 STHD14 Z M Q 5402 o� of COI Q u- 0 54B, YP E u0 I TYP 3 5200 q - Lu J J STHD10 3A C J J L Q Q 5300 TYP Q U- ML • SJw WSJ _ - II Hz z DENOTES SUB JOINT I AT BUMP-OUT,REFER TO ARCH'L. 9 - - - -- FOR DIMENSIONS AND PROVIDE�5 gp0p SPACE PER 1/5200, VERT.AT 12"O.C.EA FACE AND I TYR.U.N.O. I S J SJ _ FIN.FLR ELEV. 100'-0" W//4x6%OLD DOWN POST #4 HORIZ.AT 12"O.C.EA FACE u I N — _.. I I o W SB i 24"SIMPSON A.B._..HD08 3 w O d 10 a • J i o SHEETTITLE: 5300 � i FLOOR 1 FRAMING g �^ I I FLOOR JOIST TO BE PLAN ol `� CONTINUOUS OVER WALL MATCH AND LAP• R I I INTOHBOARIIZ.REIN AND EPDXY _ 1 BASEMENT a I ID14 WALL W/5"EMBED S1HD14 -_....-.. CONTRACTOR SHALL VERIFY LL DIMENSIONS BCONDRIONS r3A A TYP.4 SIDES SHOWN OR IMPLIED g' 4`1 V————— ——— -- - WI DRAWING SCALE APPLIES TO a; L ——— — — — — r TIE] 22'X 3,VSHEET SIZE REVISIONDATE 2 P CB1 W1 - - - 2 ——— —— Z Awl 1 5401 Q OWNERS REVISIONS 08/31/16 1 5300 • 5401 P T.O.F. TYP T.O.F. +� y 98•_0" 98'-0" G T.O.F. DRAWN 98-0 CH CiY. LL AT BUMP-OUT,REFER TO ARCH'L AT BUMP-OUT,REFER TO ARCH'L. FOR DIMENSIONS AND PROVIDE#5 FOR DIMENSIONS AND PROVIDE d5 NECKED CJ4 VERT.AT 12"O.C.EA FACE AND VERT.AT 12"O.C.EA.FACE AND #4 HORIZ.AT 12"O.C.EA FACE /4 HORIZ.AT 12'O.C.EA FACE AHJ ENGINEERS,PC JOB 1 STRUCTURAL CONSULTANTS NUMBER: 12312-16A Q 54EI IS EAGLE 837110 BOISE,UJAHO 83"/13 PROJECT FLOOR FRAMING PLAN PROJECT 32 6065.00 1DATE: MAY 25,2O16 # _T SMUCNRALDBG➢SM'DCGNdTR SHEET OF • 1/4"=1FT mersfcxr®oaa9¢ucmF xs,ec Slol NORTH L 1 PLAN NOTES O 1. FOR GENERAL STRUCTURAL NOTES(G.S.N.),SEE SHEET S001. N `�- 2. THE DIMENSIONS SHOWN HERE APPLY TO STRUCTURAL ELEMENTS ONLY L ,P SEE ARCHITECTURAL PLANS FOR ANY DIMENSIONS NOT NOTED. T.O.P. 3 T.O.P. 0 .. 115'-0" 3. DENOTES WOOD HEADER,PER DETAIL S002. - 5400 � 115'-0" r ^� 4. MULTIPLY TRUSSES NOTED AS*DRAG TRUSS'ARE TO BE n - DESIGNED TO DELIVER A FORCE EQUAL TO D+S=2.OK TO THE ROOF SHEATHING,SEE DETAIL 1/S402. C R 5. ROOF SUPPORTED MECH'L.UNIT W/OPERATING WEIGHT. Q rn ! PROVIDE DOUBLE JOISTS AT EACH END OF UNIT AND .o FULL DEPTH BLOCKING BETWEEN MAIN FRAMING ' TW, UNDER MECH'L.UNIT CURB.COORD.EXACT LOCATION, g 4 111 6 T.D.w. SIZE AND NUMBER OF DECK PENETRATIONS W/MECH'L y s° 111'-6' 6. T�W_ DENOTES ELEVATION. G ? 120'0" B.O.D.=BOTTOM OF DECK N o 2 J.B. =JOIST BEARING T.O.B.=TOP OF BEAM rn -., T.O.S.=TOP OF STEEL T.O.W.=TOP OF WALL a o '. ''... T.O.P.=TOP OF PARAPET I m c E 7. -- 1a—INDICATES EXTENT OF SNOW DRIFT FOR ROOF EDGES Q o £ c BLOCKING SHOWN.FOR DRIFT LOADS AND PROFILE SEE PLAN NOTE B. 8 E BLOCKING PER 1/S400 PER KING B a --- 6351 635 - I A ADDITIONAL I SNOW DRIFT I PRE-MFR.MONO SLOPE WOOD TRUSSES AT 24"O.C. 635r of 5400 TYP m uR, _.. a j W. I I I I I Ty _-.. ktj JOIST PER PLAN 3 g I I i I I PARAPET WALL 3 6-0 - ---- - ADDITIONAL ROOF SNOW LOAD FROM DRIFTING SNOW I I ICI : 10 9 t � s,00 s4m SIM SNOW DRIFT SCHEDULE I I s4Do � e - I 516°z21"GLB — — — — — — — — — — — — MARK MAX DRIFT LOAD EXTENT OF DRIFT (3)1-x18"1.9E LVL �_—.— — (3)1�'z 8'1.9E LVL W (113'-0l - (113--Oj — — — — — — 1 O1 20 PSF 8'-3" ~ W O 4 2 5 7 4 _ I NOTES: ~ U , 5400 9 $400 5400 T.O.W. ( S401 $IM --- - 1. THESE SNOW LOADS ARE IN ADDITION TO REGULAR SNOW LOADING. Z Q 4400 1V-6" j j 2. JOIST MFR.TO INCORPORATE THESE ADD'L LOADS INTO THEIR DESIGN. U O BLOCK AND STRAP W/'CS14'COIL i STRAP,FILL EVERY OTHER NAIL 1- 9. ROOF DECK 1 HOLE,ALIGN W/STUD ON EA 19/32 APA RATED SHEATHING 40/20.(EXTERIOR) H H SIDE OF CANOPY CONNECTON T .P .0. NAILING:10d AT 6°O.C.ALL PANEL EDGES. W J J TYP 5400 ¶15'-0" I i�''I I __ 10d AT 12"O.C.AT INTERMEDIATE SUPPORTS. STAGGER PANEL JOINTS W/(1)'PSCL'CUP PER BAY. W LL SI 5401 H Z Z 4 PRE-MFR.MONO SLOPE WOOD TRUSSES AT 24"O.C. U. H H 115'-0° 1 111-6' BLOCK AND STRAP W/'CS14'COIL -- - ---- - ------ 5400 SIM STRAP,FILL EVERY OTHER NAIL HOLE, f v AUGN W/STUD ON EA.SIDE OF -.... - _- -- --- ._ __. CONNECTION PER 1/5400 CANOPY CON , BLOCK AND STRAP W/'CS14'COIL - li STRAP,FILL EVERY OTHER NAIL HOLE, . 0 SHEET TITLE: - w ALIGN W/STUD ON EA SIDE OF 1O1P8 .-6' -1 — ------ - CANOPY CONNECTION PER 1/S402 1 PREFAB CANOPIES PER ARCH'L ROOF Y3 v�3 CONNECTION D L ISTSiOUCTURE FRAMING TR a PLAN III I ; o I .P. 1 4 e 15 0 O I I T.O.P. 14 0"TYP. H1 T..W. 4 i 5401 111 6 T.O.W. it 0 ` (.,.. CONTRACTOR SHALL VERIFY ALL DIMENSIONS&CONDITIONS - SHOWN OR IMPLIED m C DRAWING SCALE APPLIES TO 22'X 34"SHEET SEE Hl REVISION DATE T.O.P. 116-11 T.O.P. 4)m AN Q OWNERS REVISIONS 08 11/ 116-11° PREFAB CANOPIES PER ARCH'L. 2 V.T.O.W.6 T.O.W. 11 TYP.SEE DEf.1/5402 FOR T.O.W. 3 " 111-6° CONNECTION TO STRUCTURE 111-6° 540p DRAWN : PREFAB DEr.1 PER FRCH'L. BY-CH CxY. �� TYP.SEE DEf.1/5402 FOR CHECKED CONNECTION TO STRUCTURE BY: CJ4. AHJ ENGINEERS,PC JOB STRUC"TURALCONSULTANTS NUMBER: 12312-16A 5418 N.EAGLE RD.B713 OLSE,BJAH083T13 PROJECT (z )32 1" DATE: MAY 25,2016 ROOF FRAMING PLAN PROJECT# 16065.00 114"=1 FT LO A{IJ&1Gxd�PA$P.0 SHEEP /� OF u / NORTH S 1 Oz # NOTES: SEE PLAN FOR STEP LOCATION _ NOTES: PIPE SHALL NOT PASS THRU THIS PORTION 1.WHERE PIPE PASSES THROUGH FEN.WALL OR GONG.ENCASEMENT,PROVIDE A CAST IN PLACE,NON CORROSIVE S R 1.MAX.STAB JOINT SPACING=15'-0". OF FOUNDATION WITHOUT ALTERATIONS. SLEEVE W/MIN.I'GAP BETWEEN PIPE AND SLEEVE. SEEP FOOTING DOWN FOR PIPE PENETRATIONS - 2.THE MAX.WIDTH TO LENGTH JOINT SPACING ASPECT RATIO=1.5. 2.NO RE NO CONDITION SHALL A PIPE PASS THROUGH OR UNDER A COLUMN OR PIE FIG. • REQUIRED AT THIS ELEVATION PE{/5200. 3.NO REINFORCING IS TO BE DISPLACED OR CUT TO ALLOW FOR PIPE. - 3.PROVIDE(2)#3 x 4',S LONG DIAGONALS AT REENTRANT CORNERS. 6M _ 4.CONTRACTORS OPTION,SAW CUT OR POUR STOP. 4.MAX.6"4 PIPE THROUGH FOR.WAIL,MAX.8"9 FOR PIPE THROUGH CONC.ENCASEMENT. r � 5.DIAMOND DOWEL SYSTEM BY RNA CONSTRUCTION TECHNOLOGIES OR APPROVED EQUIVALENT. 5.INSULATE BETWEEN PIPE AND SLEEVE W/FOAM OR RUBBER. PER m S.J _1ePER PLAN PER PLAN GONG.SLAB ON TRUE STRAIGHT LINE SAWN `r g GRADE PER PLAN WITHIN 24 HRS.AFTER POUR _ "'" WALL PER °' PER PLAN,.k - —I PIPE THRU EON.WALL — PLAN� o m u o - —III III III - PIPE THRU CONC.ENCASEMENT ^\ .III t c / `m ENCASE PIPE W/LEAN CONC.ENTIRE PER PLAN J, -III PER PLAN N c • NATURAL SAW GUT CONC.SLAB ON :o g WIDTH OF FOOTING WHEN PIPES ARE u S - ` SHRINKAGE CRACK 6' 6' °Z"REBAR,MATCH L- d Sli GRADE PER PLAN PASSING THRU THIS LOCATION AND UP FTG.REINF, O1 _ CONSTRUCTION JOINT —"""— A °u c o m t a PER PUN — _ I Q °' o _ _ " --_ -I I I =III- 1 O° f00TING AND 2 MIN. S REINF.PER PLAN Y"x44%4V"DIAMOND - - —III — — NOTES: P — SHAPED LOAD PLATE — _ F N I NT AT 18"O.C. PGUR STOP POCKET FORMER —III=III=III=III=III— III=III=III—III= 1.SEE G.S.N. OR LAP LENGTH REQU REME S 2.MINIMUM STEP FOOTING SPACING=21T" AROUND DIAMOND PLATE • �1 SLAB JOINT PIPE THROUGH CONCRETE FOUNDATION WALL AND UNDER FOOTING (TYP. FOR INT. OR EXT. CONDITIONS) - STEPPED FOOTING AT CONCRETE WALL SCALE:NONE L SCALE:NONE SCALE:NONE y O '•Py W. � NOTES: a 1. INSTALL FLOOR FRAMING PRIOR TO BACK FILLING WALL OR BRACE TOP OF WALL. 2.WHERE TOP OF WALL IS BRACED DURING BACK FILLING,LEAVE BRACES IN PLACE UNTIL FLOOR FRAMING IS INSTALLED. • 3.BRACING OF THE WALL IS NOT REQ'D.AT SIM. GYPSUM BOARD ` SHEATHING PER CORNER BARS,MATCH AND ARCH'L.EA.SIDE LAP WITH HORIZONTAL BARS CONC.WALL PER PLAN ING SAID WALL PER PUN PER BPLAN 6r' 2x P.T.SILL PLATE W/"g'0 (1)#4 CONT. #4 x I AT 16'O.C.REBAR LOCATION AT SIM. I PER WALL x 4"EMBED E.B.AT 48"O.C. '. PER WALL SCHEDULE I CONC.SLAB L61 SCHEDULE PER PUN CONC.SUB O DOWELS TO MATCH I PER PLAN PER PLANLu &LAP WALL REINF. I� _ PER PLAN I� TYP.VERT.BARS AT PER PUN EACH CORNER BAR FREE DRAINING BACK II —III— —I '- PER PUN Q FILL MATERIAL n ,� 0• 3 CONC.SLAB PER PUN 66. (;�^ u- PER WALL II r_ #4 x FAT 16'D.C. _ _ FIG.SIZE AND SCHEDULE -III L- PLAN VIEW REINF.PER PLAN AT SIM. I; PER PAN ALT.BEND FIG.SIZE AND FIG. SIZE PER PLAN _j vi REINF.PER PLAN ALT.BEND NQT€:SEE G.S.N.FOR LAP LENGTH REQUIREMENTS. - ( U. "L ALT.BEND UL i TYP. CONCRETE WALL REINFORCING G CONCRETE BASEMENT WALL WOOD STUD WALL AT INTERIOR FOOTING SLAB OVER INTERIOR FOOTING AT DOORWAY 5 AT INTERSECTION & CORNER SINGLE MAT SCALE:NONE V SALE:NONE SCALE:NONE $ SCALE:NONE G 0 SHEET TITLE: JAMB BEYOND PER STRUCTURAL 1'-0° EXTERIOR CONC.OR PASS END.WALL ARCH L ARCH L DETAILS PAVING PER ARCH'L. REBAR THRU. -CONC.SLAB S J #3 NOSE BAR,TYP. —PER PLAN PER PLAN I 3 COLUMN PER PLAN —III 3/16 _ 1 -I DIAMOND CLOSURE Sa CONTRACTOR SHALL VERIFY H 1 PER 11/S200 MID:) yALL DIMENSIONS&CONDITIONS BASE PLATE AND A.B.PER SHOWN OR IMPLIED CONIC.SLAB CONC.FDN.WALL SIZE CONC.SLAB PE PUNGROU ON ikt"NON-SHRINK ti ti PER ARCH L. DRAWING SCALE APPLIES TO AND REINF.PER PLAN x AT 18"O.C. — a PER PUN #4 AT 18"O.C.EA.WAY 22"X34"SHEET SIZE —� REVISION DATE a ALTER BENDS PT PER PLAN JPER PLAN — — — — - o FIG.SIZE AND � • � — S J ROUND FORM O I III I Q OWNERS REVISIONS 08/31/16 y REINF.PER PLAN i.,5 • DRAWN PLAN VIEW BY: G.V. 1—Q. T; CHECKED ,• EXTERIOR DOORWAYU R SIZE AND BY: c.4. REINF, F.PER PLAN F AHJ ENGINEERS,PC JOB SLAB OVER FOUNDATION WALL AT EXTERIOR DOORWAY O STEEL COLUMN — INTERIOR FOOTING 1 1 CONCRETE SLAB ISOLATION JOINT AT COLUMN 2 CONCRETE STAIRS ON GRADE STRUCTURAL418NAGLER.#14 S NUMBER, Is312_Iea 5418 N.EAGLE 8D.#140 BOISE,IDAHO 83]13 PROJECT a SCALE NONE SCALE:NONE SCALE NONE SCALE:NONE (208)323-01" DATE: MAY 25,2016 PROJECT# 16065.00 ...�}}} StRUCruxALDaGUSMm WNQnS SHEET //� OF COPYW(xR®OPAHJFNGQ'.�AF,P.G S200 • FINISH PER ARCH'L. REFER TO MAIN DETAIL WD.STUD WALL PER PLAN WALL PER PUN FOR INFO NOT SHOWN SHEATHING AND NAILING WD.STUD WALL PER PUN 2x6 P.T.SILL PLATE W/A.B. PER SHEARWALL SCHED'L PER SHEAR WALL SCHEDULE FINISH PER ARCH'L. FLOOR SHTG.PER PUN CHAMFER PER ARCH'L. O 10d NAILS AT 6"O.C. 2x6 P.T.SILL PLATE W/A.B. N FINISH PER ARCH'L. 2x TOP PLATE 2x8 P.T.SILL PLATE W/A.B. PER SHEAR WALL SCHEDULE FULL LENGTH OF BLOCKING 2x6 P.T.SILL PLATE W/ PER SHEAR WALL SCHEDULE $ FLOOR DECK PER PLAID A.B.ON EITHER SIDE BEAM PER PLAN W/ m OF BM.POCKET PER SHEATHING AND NAILING FLOOR DECK PER PLAN E.N. 14°DW.T.A.S.AT 48'O.C. UNDERLAYMENT PER ARCH'L. SHEAR WALL SCHEDULE PER SHEARWALL SCHED•L UNDERLAYMENT PER ARCH'L. m CHAMFER PER ARCH'L. UNDERLAYMENT PER ARCH'L. PER PLANS EN E.N. 11 Y CHAMFER PER ARCH'L, PER PER PLAN II FINISH GRADE CHAMFER PER ARCH'L _ FINISH GRADE PER ARCH'L. 'I I FINISH GRADE m PER ARCH'L I� I I OMIT AT SIM. FINISH GRADE _ _ PER ARCH'L. PER ARCH'L. - .O-iM5 CONT. ■ o LL BASEMENT FLOOR JOIST PER PUN TALL WA PER PUN 6"WALL W/VERT,REINF. CONC.BASEMENT '- s (7)BAYS OF I-JOIST TO EXTEND TO TOP OF WALL PER PLAN -� ° 5 BLOCKING AT 24"O.C. FLOOR JOIST PER PLAN N A 8 WALL W 5 HORIZ.AT 12 1 W/ STONESTONE FINISH W/'A35'CLIP EA.END O.C.AT BEAM POCKET I �/ 1 STAIR WELL L v ❑ g REBAR LOC.AT SIM. 'MIT'JOIST HANGER PER ARCH'L.PER WALL 8 rn °' SCHEDULE ,�,HANGER I PER WALL PER WALL � SCHEDULE 'LBV'SKEWED HANGER / PER WALL SCHEDULE AT SIM. SCHEDULE 1 q _ WHERE REQ'D. CONCRETE R -�` WALL PER PLAN X"ON12"W/(2)36" NOTES: DIAx6'H.A.S.AT 5"O.C. 1 INS ALL FLOOR FRAMING PRIOR TO BACK FILLING OR BRACE TOP OF WALL . 1. INSTALL FLOOR FRAMING PRIOR TO BACK FILLING OR BRACE TOP OF WALL. 2.WHERE BRACES ARE USED,BRACES TO REMAIN UNTIL FLOOR FRAMING IS INSTALLED. 2. WHERE BRACES ARE USED,BRACES TO REMAIN UNTIL FLOOR FRAMING IS INSTALLED. CONCRETE WALL/ - A - PILASTER PER PLAN BRACED BASEMENT WALL - JOIST PARALLEL BEAM AT CONCRETE WALL BRACED BASEMENT WALL - JOIST PERPENDICULAR SCALE:NONE L SCALE:NONE `� SCALE:NONE COLUMN TO CONCRETE WALL CONNECTION `�. o�+ qs s SCALE:NONE W.3 PER PLAN STANDARD BOLTED "0 DOLTS CONNECTION SCHEDULE L " '2"AT 1"o BOLTS CLR. 2°AT 1"6 BOLTS BEAM NO.OF A325N BOLTS RE D. PLATE WELD SIZE CAPACITY W SIZE W DIA. THICKNESS W8 2 6 x 10.6k W10 2 Y4 -- B° yx" 11.8k J W1 2 3 -- yx" 20.81, W 0 W14 3 6" " 23.9k 3/16 W16 4 -- 6 M" 36.3k W18 5 -- 6" y,° 53.0k W21 -- 5 ;(6' 57.8k 3^ d. Z W Q 79.4k BUM PER PUN (( NOTES: P SCHEDULE U 0 1. SHORT SLOTTED HOLES ARE PERMITTED,UNLESS OTHERWISE " 4 PLATE W/()-" x BEAM WIDTH x REq'D. OL _j Vf NOTED. PROVIDE HARDENED WASHERS PER G.S.N. STIFFENER PLATE TO MATCH0 W J 2. WASHERS ARE NOT REQUIRED EXCEPT WITH SHORT SLOTTED BRG. BEAM WEB THICKNESS,EACH Q Q HOLES OR SLIP CRITICAL(SC)CONNECTIONS. H.S.B.AT BEAM GAGE SIDE 3. PROVIDE FIELD WELDS WHERE CONSTRUCTION REQUIRES. W W COLUMN PER PLAN 1/4 TYP H Z Z U. � 3 COLUMN AT BEAM SPLICE NOT USED �01 NOT USED SCALE:NONE SCALE:NONE C) SCALE:NONE ] O SHEET TITLE: G.W.B.EA.SIDE, WALL PER PLAN STRUCTURAL PER ARCH'L. DETAILS CONT.I-JOIST BLKG. E.N. I-JOIST AND DECK STUD WALL PER ARCH'L. STUD WALL PER ARCH'L. 1y4 FULL DEPTH EA SIDE PER PUN RIM BLKG. I-JOIST AND DECK E.N. Ek SIDE AND DECK PER PUNS E.N. IPER PLAID DECK PER PLAN 4 -JOIST PER PUN EA SIDE PER PUN Y E.N. \t d PER PLANJ, RIM JOIST CONT. PE__... R PLANJ, PER PIANO_.. RIM JOIST —� Y— CONTRACTOR SHALL VERIFY ALL DIMENSIONS&CONDITIONS SHOWN OR IMPLIED , __. WEB STIFFENER AS ! 22'x 34"SHEET SIZE DBL.TOP PLATE, REQ'D.BY JOIST MFR. DknwlNc scALE APPLIES ro SPLICE PER 12/5401 REVISION DATE DBL TOP PLATE, OWNERS REVMONS " OB/31/16 (2) 10d EA.SIDE SIMPSON°LTP SPLICE PER 12/5401 DBL.TOP PLATE, WALL PER PUN AT 48"O.C. WEB STIFFENER AS SPUCE PER 12/5401 REQ'D.BY JOIST MFR. STUD WALL PER PLAN WALL PER PUN DRAWN BY: s G.W.B.EA SIDE - CH CxV. , ' LL PER A [' RCH'L. 1 STUD WALL PER PW! c,'I'(4j CHECKED BY: CN, AHJ ENGINEERS,PC JOB S'IAU:I'URALCUNSUI:I'AN'1'S NUMBER: 12312-16A Ill M �n1 I-JOIST AT BEAM I-JOIST AT WALL �n1 I-JOIST PARALLEL TO WALL 5418 N.12AOLE RD.#140 < SCALE:NONE I U SCALE:NONE SCALE:NONE I SCALE:NONE BOISE,IDAHO 83713 PROJECT a PROJECT#616065.00 199 DATE: MAY 25,2016 mP�a�cm®ovnxl Brvcml6,xR6. BIRUCIIIxALOBfMbANDUINCMP,sl9 SHEET C11 S300 6 i JOIST PER PLAN W/'MIT'JOIST HANGER HEADER PER PLAN N DBL.TOP PLATE, JOIST PER PUN OBL.TOP PLATE, 'LSTA21'STRAP SPLICE PER 12/5401 A' - J,PER PLAN SPLICE PER 12/5401 LEDGER PER 1/5400 PER PLAN R . 2x4 BLKG.WD FLAT W/ 'Z'CLIPS AT 32"O.C. E.N. - m 2x8 BLKG. DBL.TOP PLATE, $ AT SIM.BLKG.AT 24 O.C. E.N. ROOF DECK PER PLAN i 16d AT 6"O.C. PRE-ENGINEERED WD.TRUSS SPUCE PER 12/5401 ` E.N. (6)10d E.N. PER PLAN W/PARAPET 'H3'FRAMING CLIP AT EA.STUD ROOF DECK PER PLAN FULL DEPTH BLKG.N BUILT INTO THE TRUSS ® t 3 V T PER TRUSS MFR. o HANDLES 260 LF w o BLKG.PER 1/5400 u "LTP4',COORDINATE W/ 21N � E.N. PLAN AND DET.3/5401 L y ° ' 2x FULL DEPTH BLKG. 7AT 6"O.C. (p) 10x4"WD. - &B WD.LEDGER SCREWS WALL SHTG.PER PUN BEAM PER PLAN J.PER PUN W o c W/(3)Y"xV SDS8'STRAP t u °�' SCREWS AT EA STUDd c y i GER SPLICE TRUSS PER PWJ (8)16d EA SIDE STUD WALL PER PLAN 'A34'FRAMING CUP EA TRUSS POST PER PLAN W/(1) 3WALL PER PUN CKER AT EA KING STUD ON EA SIDE WALL SHTG.PER PLAN 'H2.5A'EA TRUSSW/(2)l6d AND DETAIL 3/5401 WALL PER PLAN - a WALL SHTG.PER PLAN DBL TOP PLATE,SPLICE 2'_0"MAX PER 12/5401 U.N.O. LEDGER TO WALL ���BEAM TO WALL CONECTION TRUSS TO WALL CONNECTION DUCT OPENING via s 1 SCALE:NONE SOA1F:NONE 3 SCALE NONE 4 SCALE:NONE ed i wT'�rQ OF 1O z W. a Y" BM.WIDTH +16° Y,"SIDE m BEAM PER PLAN BEAM PER PLAN BEAM PER PUN PLATE _ OUR. Y"SIDE PLATE PER pIAN� PER R PUN PER PUN 3/i6 - - IYP. Lu di J¢"BASE PLATE LLJ 0 YzTN. Z Y" FULL DEPTH WDU. .SHIM 3/16 _/ 3/16 3/i6 3/i6 u COLUMN CAP PER 8/5400 COLUMN CAP PER 8/5400 COLUMN CAP PER 8/S400 r i W/(4)Y"0 THRU BOLTS. W/(2)Y"0 THRU BOLTS. W/(4)Y"0 THRU BOLTS. HSS COLUMN PER PLAN LIJ J HSS COLUMN PER PLAN HSS COLUMN PER PUN N2TE:. HSS COLUMN PER PUN NOTE NOTE: NOTE.CONTRACTORS OPTION TO USE LL CONTRACTORS OPTION TO USE CONTRACTORS OPTION TO USE CONTRACTORS OPTION TO USE "ECCOQ","ECCO',"CCOQ",OR H Z z "CCOQ"OR"CCO"COLUMN CAP. °CCOQ"OR"CCO"COLUMN CAP. `CCOO°OR"COO"COLUMN CAP. "CCO"COLUMN CAP AS APPLICABLE. L CONTINUOUS BEAM TO H BEAM TO HSS COLUMN BEAM TO HSS COLUMN Q COLUMN CAP DETAIL 5 SCALE:NONE l! SCALE:NONE 7 SCALE:NONE 8 SCALE:NONE u O i SHEET TITLE: PER PER NOTE:COORDINATE ROOF NOTE:COORDINATE ROOF NOTE: ARCH'L. ARCH'L SLOPE W/ARCH'L. SLOPE W/ARCH'L 00 NOT OVERCUT STRINGERS. STRUCTURAL . HANGER AT SIM. DETAILS PRE-ENGINEERED WD. PRE-ENGINEERED WD. a PRE-ENGINEERED WD. TRUSS PER PLAN E.N. TRUSS PER PLAN PER PER - PRE-ENGINEERED WD. TRUSS PER PUN ARCH'L ARCH'L. FINISH E.N. ROOF DECK PER PUN TRUSS PER PLAN ROOF DECK PER PLANNOTE: PER ARCH'L o DO NOT OVERCUT STRINGERS. DECK PER PLAN w PER PUN J,PER PLAN/ARCH-L a 'LSSU'ADJUSTABLE HANGER TREAD PER ARCH'L. CONTRACTOR SHALL VERIFY ALL DIMENSIONS&CONDITIONS m SIMPSON"A35°CLIP WOOD STRINGER PER PLAN SHOWN OR IMPLIED P.T.2X6 W 3 Y2'0 x 3" DRAWING SCALE APPLIES TO,� /() TREAD PER ARCH'L. L PER PUN WOOD STRINGER PER PLAN 2``gy�' EMBED EXPANSION BOLT 2z•xaa•sHEEr SIZE REVISION DATE FULL DEPTH BLKG.PER CONC.SLAB PER PLAN JOIST PER PLAN i o HANGER PER TRUSS MFR. HANGER PER TRUSS MFR. TRUSS MFR.TO HANDLE t 'H2.5A'AT EA.TRUSS DBL.RIM JOIST BLKG. Z! OWNERSREVIIIONS 08/3I/16 FRAMING W/(2) EA.BLOCK DBL.TOP PLATE, AT STRINGER LOCATION BEAM PER PLAN BM.PER PLAN AT SIM. SPLICE PER 12/5401 a2 — — GYPSUM BOARD,EXTEND TO TOP WALL PER PLAN DBL.TOP PLATE, ^� 5401 DRAWN 9 PLATE.BOTH SIDES OF WALL SPLICE PER 12/ BY: G.v. WALL PER PLAN CHECKED OMIT AT SIM. BY: _14. c AHJ ENGINEERS,PC JOB STRUCfURALCONSULTANES NUMBER: 12312-16A TRUSS TO BEAM TRUSS AT WALL WOOD STAIR AT SLAB ON GRADE WOOD STAIR AT LANDING 5418N.EAGLERD.#140 I 1 q BOISE,IDAH083/13 PROJECT i a SCALE:NONE I O SCALE:NONE I I SCALE NONE SCALE:NONE (208)323-01, DATE: MAY 25,2016 PROJECT# 16065.00 STNUCNPflLD8rF65AND CD<JCEPIS SHEET OF �P ®oP� �BP S400 FINISH PER ARCH'L, STUD WALL PER PUN SHEATHING AND NAILING PER SHEARWALL SCHEDUL. AT SIM.WALL IS LOCATED SHEATHING AND NAILING O (A ON STEM WALL PER 3/S300, PER SHEARWALL SCHEDUL. 1 P.T.WO.SILL PLATE AND A.B. COORD.W/ARCH'L. WALL COLUMN L S $ PER SHEARWALL SCHEDUL. PER PUN $ E.N. CONC.STAB PER PUN SHEAR WALL SCHEDULE 1,2,3,4,5,IO AND 10 CHAMFER PER ARCH'L. VENEER PER ARCH'L. VENEER PER ARCH'L A OMIT AT SIM. PEA EDGE NAILING E N FOUNDATION ANCHOR BOLTS SILL NAILINGe FRAMING ANCHORSn P.T.WD.SILL PLATE AND NOMINAL ( ) PER ARCH'L. 1 2x6 P.T.W0.SILL PLATE W/ A.B.PER SHEARWALL MARK PANEL NUMBER OF NAIL SIZE AND SPACING STAPLE SIZE AND SPACING(ESR-1539)s SIZE AND SPACING SIZE AND SPACING SIZE AND SPACING REMARKS ALLOWABLE SHEAR = A FINISH GRADE 'i _ 3b"0 x 7"EMBED A.B.MIN.OF SCHED'l.TYP. THICKNESST SIDES (PLF) F ' PER ARCH'L 5 —III- (2)PER RUN OF WALL 8d T T T CHAMFER PER ARCH'L. (y4"x 0.131",COMMON)16GA.,TB"x 1Y° 15GA..j5"x1�" 14GA.r(g°x 2" %°0 x 7°EMBED 16d(3Ve"x 0.162",COMMON) SIMPSON"LTP4" � g 1— PER E.N.,TYP. O '.f5" ONE SIDE AT 6"O.C. AT 3"O.C. AT 4"O.C. AT 4"O.C. AT 48"O.C. AT 6"O.C. AT 20"O.C. - 260 PLF-SEISMIC „ o ARC _ '-Q_0364 PLF-WIND t c 8"CONC.FDN.WALL Wa. O2 �5" ONE SIDE AT 4"O.C. AT 2-0.C. AT 3"O.C. AT 3°O.C. AT 32"O.C. AT 4"O.C. AT 14"O.C. 5 380 PLF-SEISMIC v / SEE 9/5200 FOR W/W 3x FRAMING 532 PLF-WIND o #5 VERT.AT 18"O.C. DOORWAY CONDITIONS. — - T AT 2 O.C. AT 2 O.C. 490 PLF-SEISMIC4 HORIZ.AT 12"O.C. PERT �a O x55" ONE SIDE AT 3"O.C. N/A W 3x FRAMING W 3x FRAMING AT 24"O.C. AT 3"O.C. AT 10"O.C. 5 686 PLF-WIND N - ou ALT.BEND 2'-4°SQ.CONIC.PIER W ARCH'L. >- v u PER PUN (16)/5 VERTS(I.E.5 EA.FACE) O1 i 'g W/(3)#3 Q TIES IN THE TOP 5" NOTES: 1.SEE DETAIL 9/S401 FOR TYPICAL SHEAR WALL LAYOUT. 6.WHERE PANELS ARE APPLIED TO BOTH FACES OF A WALL, 10. BLOCK ALL PANEL EDGES WITH THE SAME THICKNESS BLOCK AS o o FTC.SIZE AND THEN AT 10"O.C. 2.WHERE NO MARK IS INDICATED USE SHEAR WALL TYPE< FRAMING AT ADJOINING PANEL EDGES SHALL BE 3"NOMINAL. STUDS EXCEPT WHERE NOTES 5 OR 6 APPLY USE 3x BLOCKING. L a REINF.PER PUN FIG.SIZE AND PER PLANO ON ALL EXTERIOR WOOD FRAMED WALLS. OR WIDER AND FASTENERS SHALL BE STAGGERED. 11. AT JOIST OR TRUSS FULL DEPTH BLOCKING PER 9/S401. 3.STUDS 216U BE PLACED AT 16"O.C. 7.ALL PANELS TO BE APA RATED SHEATHING. 12. PROVIDE Yti O"O"PLATE WASHER W SLOTTED HOLE SO THE EDGE REINF.PER PLAN / L -III—III- 4.FIELD ELD NAILING SHALL BE 8d x 0.131°,COMMON)AT 12° B.FOR UPPER STORY TO LOWER STORY ONLY,WHERE OCCURS. OF THE PLATE CAN BE LOCATED 1¢'AWAY FROM THE EDGE Of THE O.C.,INTERMEDIATE STAPLES SHALL BE PLACED AT 12"O.C. 9.STAPLE CROWNS TO BE PARALLEL TO LONG DIMENSION OF STUDS. SILL PLATE ON THE SIDE OF THE WALL SHEATHING,A CUT WASHER - 5.WHERE FASTENERS ARE SPACED 2"O.C.,FRAMING AT ADJOINING SHALL BE PLACED BETWEEN THE Y°PLATE AND NUT. 1., — —III— PANEL EDGES SHALL BE 3"NOMINAL OR WIDER AND FASTENERS SHALL BE STAGGERED. 13, SUB NOTE'P'INDICATES SHTG.AROUND WINDOWS PER DET.9/$401. •, Qom"p1>t � 5 qq0 0f= !Q r,`�WOOD STUD WALL AT EXTERIOR FOOTING EXTERIOR PIER SHEAR WALL SCHEDULE f''EOFTo��y SCALE:NONE L SCALE:NONE J SCALE:NONE -xH W 3� DBL.TOP PLATE, UPPER FLOOR FRAMING HOLD GOWN PER PUN IF SLICE PER 12/S401 IF APPLICABLE APPLICABLE.ALIGN W/LOWER SILL NAILING PER SHEAR WALL HOLD DOWN STUDS. SCHEDULE IF APPLICABLE FLOOR OR ROOF FRAMING THREADED ROD SAME SIZE AS SYSTEM,SEE APPLICABLE REQUIRED HOLD DOWN A.B. DETAIL SIZE IF APPLICABLE. 1 W STRAP RE HOLO GOWN .. .. .. .. .. .. II 1i BAY J BETWEEN FLOORS PER ----� --- - -----� -� '- ' ---- ------- 1r=- --_ •..-_-t F'.. FULL H BLOCKING + PLAN IF APPLICABLE. �-----m---- m-----IT--- -fT- Ir Tl----TI-----IT- - FRAMING ANCHORS PER IW, O ALIGN WITH LOWER ----' I' ---- ---- I•I - 1'1 I'I SHEAR WALL SCHEDULE 2x SAID U = HOLD DOWN STUDS .I I. EA.SIDE DOUBLE TOP PLATE, X2"O T.A.S.RECESSED Y4" Z SPLICE PER 12/S401. MAX. SIDE. 48"D.C.00 . Q W Q I I I I I I I I I I I I I EACH SIDE.COORD. _ I. LOCATION W/WOOD WALL HEADER PER PLAN V O F.N.PER SHEAR HEADER PER KING 16d MIN.THRU 1st G STUD INTO HEADER FE tN N F.N.PER SHEAR L LII WALLHSS COLUMN SCHEDULE SCHED.5002 W J J WALL SCHEDULE J J SHEATHING PER SHEAR AT SIM.BEAM PER PLAN LI WALL SCHEDULE Q Q ' I I' 'I I III III I'I BEARING ON TOP OF WALL KING STUDS)PER HEADER Q W I.L. SHEATHING PER SHEAR L LII W/'EPCZ'POST CAP SCHED.S002 AND HOLD WALL SCHEDULE E.N.PER SHEAR DOWN SCHED.NOTE PER Z Z 'II III III WALL SCHEDULE TRIMMER STUDS) PUN,URGER SIZE GOVERNS. tN E.N.PER SHEAR .I LI LII I PER SCHED.5002 WALL SCHEDUL I'I I' 'I I'I III III I'I I'I I' KING STUD(S)SIZE PER HEADER (2)2x6 KING STUDS AT SIM. 11 H F'- 2x OR 3x BLOCKING® - - - - - - - LI LII I - - I - - - - SCHEDULE S002 OR HOLD DOWN AT SIM.POST PER PUN fE _ _ _ _ _ SCHEDULE PER PLAN IF APPLICABLE ALL PLYWOOD EDGES PER I E.N.PER SHEAR III III TYP. WOOD STUD ATTACHMENT TO COLUMN DROPPED HEADER SHEAR WALL SCHEDULE O ' WALL SCHEDUL L LII 'I TRIMMER STUD(S)SIZE PER SCALE:NONE O SCALE:NONE HEADER SCHEDULE S002 0 ——— —— II II ILL LII II II II IIII IIII II III I I II I II .I I I'I I I'I I I I IIII I'I I LI LII I'I I I'I I L I SHEET TITLE: PER PUN DBL.TOP PLATE, ' II IIII I IIII II :I: II II II II SPLICE PER 12/S401 4'-0"MIN.LAP E.N.PER SHEAR 2x6 AT 24"O.C. E.N.PER SHEAR :: 11IIII IIII :: III WALL SCHEDULE (14)16d NAILS DBL.TOP PLATE WALL SCHEDULE ;L' IIII IIII :: I. AT SIM.ATTACH 2x6 AT UP,MIN. W/TYP,16d STRUCTURAL IIII I, 1 ° I 1 ° 1 HOLD DOWN PER PLAN DIRECTLY TO TRUSS NAILS AT 16"O.C. HOLD DOWN PER PLAN ,. I'I I' A.B.PER SHEAR WALL LI1: DETAILS Li a a;- - - :1 1 1•----LL .d--.„ L a--- - -LL--n- DOWN A.B.DOES NOT TIGHTTONDECKGPER ARCH'L. TYP PER / 01 SCHEDULE,NOTE: I T WALL G.PER WALL E�P 3 S4 0 ii 11 ii ii ��• •ii li REPLACE TYPICAL A.B.'s 0 j P.T.SILL PLATE PER PLAN 2x6 BLKG,AT EA.VERT. (4)16d 9 PERFORATED SHEAR WALL SEGMENT METHOD Iy CONT.STEM WALL PER PLAN W/(3)16d AT EA.END 10d AT 6"O.C. a END SPACING ROOF DECK PER PUN 4 MIN 12°MAX CONTRACTOR SHALLVERIFY A ILL DIMENSIONS&CONDITIONS SHOWN OR IMPLIED DRAWING SCALE APPLIES TO 22"X U'SHEET SIZE I P i PI REVISION DATE STUD WALL PER PLAN OWNERS REVISIONS OB/31/16 �41I MINIMUM EDGE DISTANCE FOR NAILS SHALL BE)6° 4.NAILS SHALL BE COMMON WIRE TYPE,PNEUMATIC DRIVEN 6.ALL REFERENCES TO SHEAR WALL SCHEDULE"SHALL REFER 70 1 2.PANEL TO BE 4'-0"x 8'-0"UNLESS AT BOUNDARIES AND FASTENERS MAY BE USED W/ENGINEER APPROVAL,SEE G.S.N. 3/S401,U.N.O. DOUBLE TOP PLATE SPLICE 3 CHANGE IN FRAMING 5.E.N.=EDGE NAILING 2x6 KICKER W/(4) 2 SCALE:NONE 3.NAIL HEAD SHALL NOT BREAK OUTER PLY OF SHEATHING F.N.=FIELD NAILING 16d AT EA.END, g A.B.=ANCHOR BOLT ;(4)16d ALIGN W/VERT.2x6 ORAwN 2x6 BLKO,A7 EA VERT. n BY: ay. W/(3)16d AT EA.END �� l� cHEcxeD NOTE:PROVIDE 2x6 BLKG. �] BY: CH. ON EA.SIDE OF STUD FOR AHJ P:NGINP.PRS, II JOB SHEAR WALL LAYOUT PARAPET DETAIL DECK SUPPORT sIRUCI"URALroNyUj[,nN'rs NUMBER: 12312-16A 341 N N.HAGLE RD.#140 NOISE,IDAHO 83713 PROJECT a 9 SCALE:NONE 1 SCALE;NONE PROJECT# 16U65.00 F (208)323-Ot'J0 DATE: MAY 25,2016 51AUCDIRALDHTNIjj N Lm SHEET S401 OF WIhBIGRT®OI�flHI CNGWINm OVIS G 410 BLKG.W/(8)Y"DIA.x6°SDS SCREWS AT EA END W/(2)2x6 FULL = HEIGHT STUDS AT EA.END OF BLKG. BTWN.TOP AND BOT.TRUSS CHORD O BLOCK AND STRAP PER PLAN #4 CONT. FULL DEPTH WEB STIFFENER " CONC.SLAB FLOOR DECK PER PLAN N �+ WALL/CRIPPLE STUD S24 BLKG.DS SCREWS AT)EA.DE END PER PER PLAN E'N' UNDERLAYMENT PER ARCH'L. $ , PER PLAN o PER PRE FABRICATED 'LG2'EA.SIDE TO EA.DRAG TRUSS n CANOPY PER ARCH'L ON EA SIDE OF CANOPY CONNECTION -- _ 6x10 BLKG.BTWN.STUD FRAMING PROVIDE'HGA10'ON EA — - 1 W/(18)16d AT EA.END,CENTER ON SIDE AT SMALL CANOPIES LAN IIICANOPY CONNECTION,COORD.LOC.W/MIER.(MA%.TRIB AREA TO BE 14 (4)lib"DIA.THRU BOLTS W/ SQ.FT.AT EA.SUPPORT Y4%2"x2°PLATE WASHER (BOLTS WI/);A. z2Ux2" EINF._ PLATE WASHERO DRAG TRUSS PER PLW - vEMENDED MOUNTING V)BRACKET PER CANOPY MFR. PRE FABRICATED CANOPY - o FLOOR JOIST PER PLAN4x10 BLKG.W/(8)Y"DIA.x6"SDSSCREWS AT EA.END W/(2)2x6 FULL .WALL SIZE HB'JOIST HANGER(4)�6"DM.0"LAG SCREWS HEADER PER PUN HEIGHT SNDS AT LA.END OF BLKG. /O Y'bIA.x6" PER PLANo02x6 KICKER W 4FOR INFO NOT SHOWN,SEE 3 5400 SDS SCREWS AT EA.END Wx20"1.8E PSL LEDGER W// 2 ROWS OF%'DIAx8"'TITEN HD' d cPRE FABRICATED CANOPY CONCRETE SCREWS AT 12"O.C. C < � '` CANOPY CONNECTION TO WALL B CANOPY CONNECTION TO PARALLEL TRUSS C CANOPY CONNECTION TO PERPENDICULAR TRUSS 1. RE USEORIOR TO B CKREMAMG OR BRCS TDFRAOIF ALL.NS ALLEo. VERT CANOPY CONNECTION ALL T OOR NEC �rBY 1 SCALE NONE SCALE:NONE Q�P�p3lT A�Q 3 oa r�rF or W.aa" COLUMN PER PLW 3/16 DIAMOND CLOSURE PER 11/S200 TYP. BASE PLATE AND A.B.PER PUN CONC.SUB PER P ON 1,¢'NON-SHRINK GROUT W PER PLAN J x x H W 0 II I U Z L U0�12r _ Q .. N to CONCRETE COLUMN W J J PER PLAN � a a Q LL LL H Z_ >Z_ u- F H 5 STEEL COLUMN PIER — INTERIOR FOOTING SCALE:NONE G O SHEETTRLE: I STRUCTURAL DETAILS E CONTRACTOR SHALL VERIFY ALL DIMENSIONS&CONDITIONS ' SHOWN OR IMPLIED , gi DRAWING SCALE APPLIES TO 22"X 34"SHEET SIZE REVISION DATE QOWNERS REVISIONS 08/31/16 2 1 7 DRAWN BY: G.V. H. .. CHECKED BY: C AHJ ENGINEERS,PC JOB STRUCIURAL C)NSWA AN"CS NUMBER: 123I2-16A 8 5418 IS I ID H RU.713 BOISE,NAH083713 PROJECT a (2118)323-0199 DATE: MAY 25,2OV. PROJECT# 16065.00 SIALCNPALD8fM5MDCONdP1S SHEET OF coevuclrtmornx)aN__SPc J C4oA 1 � ` w A PORT I ON OF THE SB4 CEP f (-ATE OF SURVEY PU RPO.._L. r <a �MILY TRANSFER SECTION 15 T10N, R19W, P.M.,M., �1 1 OWNER: RON UD R. RALLS oNVR �� L \ `��� RAV L C DIAM 32g A LI OUNTY, MONTANA I a� I / 9 6 dg / s/ae •A� �`� WITNESS CORNER Q CO I I gdE��/ 5 9 gg3 eh Al l N B4° °5 25, - - 5.80 A CRES 226.01' _. = 30.06, _ y i (FAMILY TRANSFER TO RONDA RALLS) WITNESS a^ - O Z� *.�� r r � BI J CORNER T7 4 y 751'76 � i" A C R,ES q co i� (FAMILY TRANSFER TO RON RALLS, Jr.) O 0 t` Q, C\2 CO ai I I� � " - . 30.52' fi A ;? I Y, J� _ 4 CORNERS CO �. 5.83 ACRES (REMAINDER OF 71—A) y ` 0� CO p 0 t. 0' 50, 10' 150' 200' y I 1 387s' 232g I M i WITNESS i 9 / CORNER • SET %' REBAK W/ 1%' PLASTIC CAP ■ FOUND REBAR zs 7 A C ��,_�':,ti 165 !v � � ❑ FOUND 1X" ALUMINUM CAP 1W (REMAINDER Of _;--Ili h Q �o Q PIs �to° 0 o ,5 / I PREPARED BY ty '•1 Subscribed and sworn before me this-----day of-------2000 personally / f� appeared Ronald R. Rails known to me to be the person whose name is l AF 1 eb ury / J 3 / �Oor appeared subscribed to this instrument. �/ / i�� 0 9 / Survey O -------------------------- j �.- / NOTARY PUBLIC FOR THE STATE OF ........ residing at--------------------- DBNJS APPLBBURY my commission expires------------- / PROPBSSJONAL LAND SURVEYOR 914 LEGAL DESCRIPTION CERTIFICATE OF SURVEYOR r / (40e) eJ x 961 as vJcroR. xr. a9ara \ f4o -ase7 J A tract of land located in and being a l,or•tion of the SE1/4, Section 15, I hereby certify that this is a true and accurate description of a survey \ 1 ' TION, R19W, P.M.,M., Ravalli County, Montana and being more particularly made by me or under my supervision during the month of May, 2000. \ I described as Tract 71—A and 71—B of Cer-tificate of Survey No. 2172, containing 23.16 acres and all according !o Certificate of Survey No------- -------------------------------------Date-----------_— Elk= Excepting and reserving any easement, hown, also subject to all easements Denis Applebury, Professional Land Surveyor, Montana Registration No. 3701S C R'FI IICATE OFof record and as apparent upon the round. / _ j� 1 lr L l)r i OWNERS CERTIFICATE % �`j / r � 15 ION 19W� `1' j i - V .� _ ,LIRVEY h0._---- I hereby certify that the purpose c z ! :•- division of land is to transfer y� \ RAVALLI COUNTY, MONTANA Parcel Al as shown on this certifrca r `, Honda Rails, my daughter; and to `\ /` � _ L� transfer Parcel B1 as shown on thi r�i?'state to ;Ron Rails, Jr.. my son, SHEET----!---- OF.__1__��1� \ this division of land is exempt. fr(-r., r tew as a subdivision pursuant to Section 76-3-207(I)(b), M.C.A. / i , Ronald R. Rails 00-4039 ,