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Plans r • i 03.. 19 5FA Design Group, LLC STRUCTURAL 1 CIVIL I LAND USE PLANNING 9020 SW Washington Square Dr., Suite 505, Portland, Oregon 97223 I p: (503) 641 -8311 I f: (503) 643 -7905 I www.sfadg.com STRUCTURAL CALCULATIONS Erickson Residence Underpinning r 13185 SW 124th Ave, Portland, OR 97223 I1 j l ED 'JUL 122011 SPECIAL INSPECTION REQUII°:ED _ State of Oregon Structural Sp 1&r' Lo t_8, oundation Systems CITY OF TIGARD BUILDING DIVISION ❑ Concrete and Reinforcing Steel ❑ Bolts installed in Concrete ❑ Special Moment- Resisting Concrete Frame FROpe 0 Reinforcing Steel & Prestressing Steel Tondo � �' ' � N,— OZ C T OF AR_ D x \AGl /0 Approv ii... . I u i - ❑ Structural Welding 022PE 22PE Conditionally Approved f j r- ❑ High Strength Bolting 1 , / r See Letter to: Follow - ' ❑ Structural Masonry OREG Attached ,J, � PermrtNumber ay �-r' D Reinforced Gypsum Concrete v . x9_20 . e Add - • •• Ia. 'WW1 q�, S F` B iEr4 Date: - Az* O Insulating Concrete Fill EXP I ES: 12 -31 -11 O Spray Applied Fire - Resistive Materials ❑ Pilings, Drilled Piers and Caissons OFFICE COPY O Shotcrete ❑ Special Grading, Excavation and Filling O "cite-Control Systems vrnOther Inspections IMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND /OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. r., Project No. 11 -075 f (, July 11, 2011 I, 2 of 12 pia 5FA Design Group, LLC PROJECT NO. SHEET NO 44 STRUCTURAL I CIVIL I LAND USE PLANNING _11 -075 PROJECT DATE Erickson Residence Underpinning 7/11/2011 y." SUBJECT BY Push Pier Loads JNF ROOFTL = (15PSFDL+25PSFsL)(8) = 320PLF FLOORTL = (15PSFDL +40PSFLL)(7.5) = 413PLF FDNDL _ (150PCF)(0.67 *3) = 302PLF SLABDL = (150PCF)(0.33 *6) = 300PLF WALLDL = (10PSF)(8 *2) = 160PLF (E) CONC SLAB ON GRADE 1'- 0 "Wx2' 0 "DP CL /(N) POST /ANCHORS / - CONC GRADE BEAM ----\ , GRADE BEAM . 2' -6 7 —0 7 0 „ , 7 —D' .__,.; e ,+ 1 '` , EQ EQ EQ ........ EQ E0 EQ 1 ", 3, 1 ' 1 0 10'-9" __.1,. .......} • x n'. :' "- 1 (E) CONC SLAB • __ ..J ON GRADE 1 • • J : • (E) FOUNDATION /(N) PIER LAYOUT PLAN © - Indicates location of FSI 288 push pier with FSI PP288BA foundation bracket Max load to anchor = 5.5 x [320 + 413 + 302 + 300 + 160] = 8,223 LB (ROOF)(FLOOR)(FDN) (SLAB) (WALL) 3of12 21111 SFA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING 11 -075 • PROJECT DATE Erickson Residence Underpinning 7/11/2011 SUBJECT BY Foundation Supportworks 288 Push Pier System JNF Pier System = 288 Vertical Load to pier = 8.22 kips Eccentricity = 4.00 in Moment = 32.89 in -kips Unbraced Length = 4.00 ft Pier Properties Tube OD = 2.674 in Wall Thickness = 0.153 in k = 2.10 r = 0.893 in Note: Design thickness of A = 1.215 in pier and sleeve based on c = 1.337 in 93% of nominal thickness S = 0.724 in per AISC I = 0.968 in E = 29000 ksi Fy = 60 ksi Sleeve Properties Sleeve Length = 48 in Sleeve OD = 3.255 in Wall Thickness = 0.201 in r = 1.082 in Note: Sleeve reduces A = 1.927 in bending stress on main pier S = 1.387 in only I = 2.257 in E = 29000 ksi Fy = 50 ksi Sleeve Output Fb = 33.00 ksi Sleeve OK fb = 16.60 ksi Pier Output kl /r = 9.41 Cc = 97.68 Fe = 1685.97 ksi Fa = 35.08 kips fa = 6.77 ksi Fb = 39.60 ksi fb = 13.63 ksi Cm = 1.00 fa /Fa = 0.19 Eq H1 -1 and Eq H1 -2 Eq H1 -1 0.54 Pier OK Eq H1 -2 0.53 Pier OK Eq H1 -3 NA MAX LOAD TO ANCHOR = 8223LB 2.875 IN DIAMETER PIPE PILE WITH 0.165" THICK WALL 48" LONG 3.5" DIAMETER PIPE SLEEVE W/ 0.216" WALL INSTALL TO REFUSAL (AT LEAST10' -0" AND 2500PS1) . . 4 of 12 SFA Design �� p PROJECT SHEET � : -- - STRUCTURAL | CIVIL | LAND USE PLANNING 11'075 PROJECT DATE Erickson Residence Underpinning 7/11/2011 ' SUBJECT BY Helical Pier Loads JNF ROOFTL = (15P8FoL+25PSFoL)(3)=12OPLF FLO0RrL=(15PSFcx+4OPSFu)(4.5)=24OPLF BEAMoL = (15OPCF)(1°2) =300PLF GLA8cu = (15OPCF)(0.33°3) = 15OPLF WALLDL =(1OPSF)(8)=OOPLF (E) CONC SLAB 1 ON GRADE - c� - - - I 1. V(N) POST/ANCHORS/ ! CONC GRADE BEAM ^ � < G> / �� � / '-�» ��- 1 —� �����'-�-��-�—�--�'-�'--------��������'���---��—L'--�'��'��������--- In - / , 1 �� ' � ' ' ` h �� | / N ON GRADE - | � | / | / / . || ! 7 || : I � ����� (E) )PIER LAYOUT PLAN VO . fa . 0 Indicates location of FS 288 helica pier with FSI PP288BA foundation bracke Max load to anchor = 7 x [120 + 248 + 300 + 150 + 80=6.638LB (-, (ROOF)(FL0OR)(BEAM)(GLAB)(WALU 5 of 12 5FA Design Group, LLC PROJECT NO. SHEET NO. Sa STRUCTURAL I CIVIL I LAND USE PLANNING 11 -075 PROJECT DATE Erickson Residence Underpinning 7/11/2011 SUBJECT BY tv Foundation Supportworks HP288 Helical Pier System JNF Pier System Designation = HP288 Corroded Plain P = 6.29 kips e = 4.00 in M = 25.14 in -kips Unbraced Length, I = 4.00 ft (Conservative) Pier Shaft Properties Tube OD = 2.839 in Design Wall Thickness, t = 0.221 in k = 2.10 r = 0.93 in A = 1.82 in c = (Tube OD) /2 = 1.4195 in S = I /c = 1.106 in 1 = 1.57 in E = 29000 ksi Fy = 60 ksi Sleeve Properties Sleeve Length = 48 in Sleeve OD = 3.255 in Design Wall Thickness, i = 0.201 in r = 1.082 in Note: Sleeve reduces A = 1.927 in bending stress on main pier S = 1.387 in only I = 2.257 in E 29000 ksi Fy = 50 ksi Sleeve Output Fb = 0.66 *Fy = 33.00 ksi fb = [M *(I /(I +I /S = 10.69 ksi Sleeve OK Pier Shaft Output kl /r = 9.03 Cc = 97.68 Fe = 1829.76 ksi Fa = 35.12 kips fa = 3.45 ksi Fb = 0.66 *Fy = 39.60 ksi fb = [M *(I /(I +l /S = 9.33 ksi 4 Cm = 1.00 fa /Fa = 0.10 Eq H1 -3 may be used ASD Eq H1 -1 NA ASD Eq H1 -2 NA ASD Eq H1 -3 0.33 FS =3 6 of 12 Helix Properties 01 = 8 in t1 = 0.375 in Al = 3.141 *D1 /4 = 50.256 in • S1 = 1 *t1 = 0.023 in D2 = 10 in t2 = 0.375 in A2 = 3.141 *D2 /4- 3.141 *(Tube OD) /4 = 72.196 in S2 = 1 *t2 = 0.023 in D3 = 0 in t3 = 0.000 in A3 = 3.141 *D3 /4- 3.141 *(Tube OD) /4 = 0.000 in S3 = l *t3 /6 = 0.000 in Helix Material Capacity Fy = 36.00 ksi Fb = 0.75 *Fy = 27.00 ksi w1 = 0.490 ksi 01 = Al *w1 = 24.65 kips w2 = 0.353 ksi Q2 = A2 *w2 = 25.52 kips w3 = 0.000 ksi Q3 = A3 *w3 = 0.00 kips EQ = 50.17 kips OK Weld to Shaft: E70 Electrodes 70.000 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 = 1.266 kips Weld OK R2 = 1.266 kips Weld OK R3 = 0.000 kips Weld OK Soils Cohesive Soil: Factor of Safety = 2.0 Blow Count, N = 13.5 Ref Table A -1 Cohesion, c = 1.6875 ksf Nc = 9 Q1 = Nc*c*Al/FS = 2.65 kips • Cohesive Soil Controls Q2 = Nc *c *A2 /FS = 3.81 kips • Cohesive Soil Controls Q3 = Nc *c *A3 /FS = 0.00 kips EQ = 6.46 kips OK Non - Cohesive Soil: Factor of Safety, FS = 2.0 y = 110 pcf 0 = 32 Ref Table 3-4 Depth of Helix, D1 = 15 ft Depth of Helix, D2 = 17.5 ft min Depth of Helix, D3 = 0 ft min Q1 = [Al *y *D1 *0.5[12 *o) /54 /(FS *1000) = 4.89 kips Q2 = [A2 *y *D2 *0.5[12 *0] /(FS *1000) = 8.20 kips Q3 = [A3 *y *D3 *0.5[12 *0] /54 /(FS *1000) = 0.00 kips EQ = 13.10 kips OK MAX LOAD TO ANCHOR = 6636LB 2.875 IN DIAMETER PIPE PILE WITH 0.276" THICK WALL 48" LONG 3.5" DIAMETER PIPE SLEEVE W/ 0.216" WALL 0.375 IN THICK 8/10" WITH LEAD HELIX INSTALLED TO REFUSAL (AT LEAST20' -0" AND 2500PSI) 0.25 IN FILLET WELDS EACH SIDE OF HELIX TO PIPE PILE • r . 7 of 12 21119 SFA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING 11 - 075 PROJECT DATE Erickson Residence Underpinning 7/11/2011 SUBJECT BY ,Soil Design Parameters JNF TABLE A -1 (Bowles Pg. 1069) Cohesive Soils - Clays iBloWTCOUnt N Description K. r qu -" 0 - 2 Very Soft Below 0.25 tsf 2 - 4 Soft 0.25 - 0.5 tsf 4 - 8 Medium Stiff 0.5 - 1 tsf 8 - 15 Stiff 1 - 2 tsf 15 - 30 Very Stiff 2 - 4 tsf Above 30 Hard Above 4.0 tsf Table 3 -4 (Bowles Pg. 163) Empirical values for 4) , for granular soils Description r.Very Loose ; :: , , , Loose, ; ,,, Medium `$ Dense ii„Verypense " Silts x Very:Dense„ fine 26 -28 28 -30 30 -34 33 -38 <50 26 -35 <50 26 -35 medium 27 -28 30 -32 32 -36 36 -42 <50 26 -35 <50 26 -35 coarse 28 -30 30 -34 _ 33 -40 40 -50 <50 26 -35 <50 26 -35 SOIL DESIGN PARAMETERS: Spreadsheet uses most restrictive requirements for either a cohesive soil or a non - cohesive soil. Angle of internal friction used in the non - cohesive calculation is 32 degrees and, per Table 3 -4 of Bowles, represents the lower half of accepted values resulting in a conservative analysis. For cohesive soil consideration, blow count of 13.5 is used in calculations per Bowles Table A -1 and corresponds to a 1.8tsf allowable bearing load. Given the depth of installation and experience with this system we feel confident that this bearing pressure is easily achieved. Torque values during installation are expected to range from 6000psi to 9000psi. With a widely accepted conversion factor of 9 this equates to a conservative ultimate load of 54 kips. Factor of safety of 2.0 results in a conservative capacity of 27 kips which far exceeds the demand on the system. PILE LOAD TESTING: Load testing shall be performed in accordance with ASTM method D1143 (quick method). One pile shall be tested to 150 percent of actual or design load unless less restrictive test load is allowed by the structural engineer of record. Load testing settlement acceptance criteria shall be no greater than 0.04 inches. SFA Design Group, LLC Title : Erickson Residence Underpinning Job # 11 -075 9020 SW Washington Square Drive Dsgnr: JNF 8 of 12 Suite 350 Project Desc.: • = 4F =1 Portland, Oregon 97223 Project Notes P: 503 - 641 -8311 1 F: 503 - 643 -7905 ';in r .1: I; . 4 :1srni COnerete Bealll - ntral2l# Pro�ects12011Pro�ectsl #2011T JOBS 111075TF Erickson Residence lconc beam calcs.ec6 ENERCALC INC 1963:2011, Build 6116 23 Ver 6 0.26.0 t4c# ' Kw o6005 � » fiLicensee SFA ENGINEERING U Cp Description : GRADE BEAM Material Properties Calculations per ACI 318 - 05, IBC 2006, CBC 2007, ASCE 7 - 05 fc 112 3.0 ksi (I) Phi Values Flexure : 0.90 fr = fc 7.50 = 410.79 psi Shear : 0.750` W Density = 150.0 pcf Ji 1 = 0.850 LtWt Factor = 1.0 Elastic Modulus = 3,122.02 ksi Fy - Stirrups 40.0 ksi !' fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 ite Load Combination 2006 IBC & ASCE 7 -05 12r, D(0.643 L 0.18 S 0.075 D 1.55 D 1.55 D 1.55 D 1.55 ■rrirrrrnrr - v 12 "wx24 "h 12 "wx24 "h • 12 "wx24 "h 12 "wx24 "h 2 "wx24 "h Span =2.50 ft Span =7.0 ft Span =7.0 ft Span =7.0 ft Span =2.50 ft Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 24.0 in Span #1 Reinforcing.... 2 - #5 at 3.0 in from Top, from 0.0 to 2.50 ft in this span 2 - #5 at 3.0 in from Bottom, from 0.0 to 2.50 ft in this span 2 - #5 at 12.0 in from Bottom, from 0.0 to 2.50 ft in this span Span #2 Reinforcing.... 2 - #5 at 3.0 in from Top, from 0.0 to 2.50 ft in this span 2 - #5 at 3.0 in from Bottom, from 0.0 to 2.50 ft in this span 2 - #5 at 12.0 in from Bottom, from 0.0 to 2.50 ft in this span Span #3 Reinforcing.... 2 - #5 at 3.0 in from Top, from 0.0 to 2.50 ft in this span 2 - #5 at 3.0 in from Bottom, from 0.0 to 2.50 ft in this span 2 - #5 at 12.0 in from Bottom, from 0.0 to 2.50 ft in this span Span #4 Reinforcing.... 2 - #5 at 3.0 in from Top, from 0.0 to 2.50 ft in this span 2 - #5 at 3.0 in from Bottom, from 0.0 to 2.50 ft in this span 2 - #5 at 12.0 in from Bottom, from 0.0 to 2.50 ft in this span Span #5 Reinforcing.... 2 - #5 at 3.0 in from Top, from 0.0 to 2.50 ft in this span 2 - #5 at 3.0 in from Bottom, from 0.0 to 2.50 ft in this span 2 - #5 at 12.0 in from Bottom, from 0.0 to 2.50 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.6430, L = 0.180, S = 0.0750 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 1.550 k/ft, Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 1.550 k/ft, Tributary Width = 1.0 ft Load for Span Number 4 Uniform Load : D = 1.550 k/ft, Tributary Width = 1.0 ft Load for Span Number 5 Uniform Load : D = 1.550 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY , Desl " 'n D , Maximum Bending Stress Ratio = 0.121 : 1 Maximum Deflection Section used for this span Typical Section Max Downward L +Lr +S Deflection 0.000 in Ratio = 0 <480 Mu : Applied - 10.335 k - Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <480 Mn * Phi : Allowable 85.348 k - Max Downward Total Deflection 0.000 in Ratio = 999 <240 • Load Combination +1.40D Max Upward Total Deflection 0.000 in Ratio = 999 <240 Location of maximum on span 0.000ft Span # where maximum occurs Span # 3 SFA Design Group, LLC Title : Erickson Residence Underpinning Job # 11 -075 • 9020 SW Washington Square Drive Dsgnr: JNF 9 of 12 • Suite 350 Project Desc.: , sf Portland, Or 97223 Project Notes : .. .- P: 503 - 64 -8311 F: 503 - 643 -7905 er1* 1 . 1 . . 1 ; 201 : 151 N1 1 Concrete Beam ntral21# Projects12011ProjectsV 12011TERRAFIRMAJOBS\11075TF Erickson Residence Iconcbeamcalcsec6 ENERCALC INC 1983 2011 81818:6 Ver 6.0.26.0 tic. ; KW- 06005923,` :$ . , s 'LIONISE* :SFAENGINEERING LLC Description : GRADE BEAM Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Overall MAXimum 7.047 11.752 10.988 9.072 D Only 6.265 11.752 10.943 9.072 L Only 0.552 -0.129 0.032 -0.005 S Only 0.230 -0.054 0.013 -0.002 L 1 S 0.782 -0.182 0.046 -0.008 D +L 6.817 11,624 10.975 9.067 D +S 6.495 11.699 10.956 9.070 D +L +S 7.047 11.570 10.988 9.065 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc /2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in 10 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 MAXimum BENDING Envelope ' Span If 1 1 2.438 -3.26 85.35 0.04 ' Span # 2 2 9.325 -8.85 85.35 0.10 Span # 3 3 9.500 -10.33 85.35 0.12 Span # 4 4 16.500 -9.01 85.35 0.11 Span # 5 5 23.500 -6.78 85.35 0.08 +1.40D Span # 1 1 2.438 -2.67 85.35 0.03 Span # 2 2 9.325 -8.85 85.35 0.10 Span # 3 3 9.500 -10.33 85.35 0.12 Span # 4 4 16.500 -9.01 85.35 0.11 Span # 5 5 23.500 -6.78 85.35 0.08 +1.20D +0.50Lr +1.60L +1.60H _ Span # 1 1 2.438 -3.15 85.35 0.04 Span # 2 2 9.325 -7.38 85.35 0.09 Span # 3 3 9.500 -8.62 85.35 0.10 Span # 4 4 16.500 -7.78 85.35 0.09 Span # 5 5 23.500 -5.81 85.35 0.07 +1.200 +1.60L +0.505 +1.60H Span # 1 1 2.438 -3.26 85.35 0.04 Span # 2 2 9.325 -7.35 85.35 0.09 Span # 3 3 9.500 -8.59 85.35 0.10 Span # 4 4 16.500 -7.79 85.35 0.09 Span # 5 5 23.500 -5.81 85.35 0.07 +1.200 +1.60Lr +0.50L Span # 1 1 2.438 -2.56 85.35 0.03 Span # 2 2 9.325 -7.52 85.35 0.09 Span # 3 3 9.500 -8.78 85.35 0.10 Span # 4 4 16.500 -7.74 85.35 0.09 Span # 5 5 23.500 -5.81 85.35 0.07 +1.20D +0.50L +1.60S Span # 1 1 2.438 -2.92 85.35 0.03 Span # 2 2 9.325 -7.43 85.35 0.09 Span # 3 3 9.500 -8.68 85.35 0.10 Span # 4 4 16.500 -7.77 85.35 0.09 Span # 5 5 23.500 -5.81 85.35 0.07 +1.200 +1.605 +0.80W Span # 1 1 2.438 -2.65 85.35 0.03 Span # 2 2 9.325 -7.50 85.35 0.09 Span # 3 3 9.500 -8.76 85.35 0.10 Span # 4 4 16.500 -7.75 85.35 0.09 Span # 5 5 23.500 -5.81 85.35 0.07 +1.200 +0.50Lr +0.50L +1.60W Span # 1 1 2.438 -2.56 85.35 0.03 Span # 2 2 9.325 -7.52 85.35 0.09 Span # 3 3 9.500 -8.78 85.35 0.10 Span # 4 4 16.500 -7.74 85.35 0.09 Span # 5 5 23.500 -5.81 85.35 0.07 +1.200 +0.50L +0.505 +1.60W Span # 1 1 2.438 -2.67 85.35 0.03 Span # 2 2 9.325 -7.49 85.35 0.09 Span # 3 3 9.500 -8.75 85.35 0.10 Span # 4 4 16.500 -7.75 85.35 0.09 SFA Design Group, LLC Title : Erickson Residence Underpinning Job # 11 -075 9020 SW Washington Square Drive Dsgnr: JNF 10 of 12 Suite 350 Project Desc.: ' Portland, Oregon 97223 Project Notes . P: 503 - 641 -8311 F: 503 - 643 - 7905 ?riri!;d 11 JUL 2011, +.15111 Concrete Beam ntral2WProjects12011ProjectsV2011TERRAFIRMAJOBS111- 075TF- EricksonResidence lconcbeamcalc5.ec6 • s" ENERCALC, INC 1983 -2011, Bu :6.11.6.23,'Ver:6.0.26.0 ; lic #t KW 06005923: .. { N) .� . -4,' '', . ' ; ,i',.‘„,.;', , , ,' ' , a °` - ,,, icortsee SFiA E11[GINEERING LLC Description : GRADE BEAM Load Combination Location (ft) Bending Stress Results (k -ft ) Segment Length Span # in Span Mu : Max Phi *Mnx Stress Ratio Span # 5 5 23.500 -5.81 85.35 0.07 +1 .20 D +0.50 L +0.205 +E Span # 1 1 2.438 -2.60 85.35 0.03 Span # 2 2 9.325 -7.51 85.35 0.09 Span # 3 3 9.500 -8.77 85.35 0.10 Span # 4 4 16.500 -7.75 85.35 0.09 Span # 5 5 23.500 -5.81 85.35 0.07 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max, " -" DeFl Location in Span Load Combination Max. " +" DeFl Location in Span D Only 1 0.0001 2.850 D Only - 0.0008 0.000 D Only 2 0.0008 3.150 D Only - 0.0000 7.350 D +L +S 3 0.0003 3.850 0.0000 7.350 D Only 4 0.0005 3.850 D Only - 0.0000 7.125 5 0.0000 3.850 D Only - 0.0001 1.125 11 of 12 /` u e.„. 1,ZS A 1 1WAN % ' 3 / ` ( ,7e , // / ,/ 1-/ ,i, , 1 -ii, , . i .,,,,,,„,,,, r , / ./( / ;/ I_ ' 1 / 1 ° r - .4.-r--- / / : 4 / ,. I X 3() [ / / ..,. / : . ,` /: f . // / / / /L l ` /, .t / / / / / / / . �l. /f / // - -3/6"E.0 / V Z i (y f2— 3 It 12o 12 �..iC Project No. Sheet No. SFA Design Group, STRUCTURAL I CIVIL I LAND USE PLANNING I SURVEYING Project Date Subject By reeleA j eleACiteer 7 neg/#44ice-L C, F4e nG1 Op`s "0 ..A- S7 /4S`K5l) 8x7 �2 = // ; D = 0.75 F = /z.sxa/ 4r 0' 75.66, 75-- - a. 97sz31 - O.3y3�i� Crl- crry = d.334 %fi z-s) a 5/ r)Locx 9.red`/LI1°7 3 /s ' fn Q ///7__&' 7 ILD -reS - . 3 (s8)(sAy/ n) -/-o, 6 = . g (4p4C /7V or 1 4-0 6)2 P e4f #Cl7/ GJ_ 0. 3(o, 707)((4)(7O) -.Z 78 Ki- 2,7802).- 53,34, /<., CMPAc/Ty or ' %S "' f_a � - 5"(o, 375-) = /, S7SiN z T V 40 (/, 8'7g)" = j'D. Sid' /PS T = 0 . 37 c6) 3 4_ . 03 /2-s0 d. 37S() = tS. 376 »- l Z1, 3 ?S" /,a .� - 4.75' K-/ /(G D.2$9 23,36 = 2i3 rQ +20 35 - ,eS/ = GI, 37(1) /m/ n = 6,75 3 (,) = 274-s/ (2,7x, ,f' Z.. j x-• /p..s LiMir , ��G9'o/L Fizz SYSf R-1011(541) = l� , tl,a /4 G 1 TY Sf 2 spar ` . � 53 `/� •. CAF �� � �� a/Vib