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Home My WebLink AboutSTRUCTURAL DESIGN - 02-00062 - Continental Park Apartments - Nine 4-PlexesJ FORSGREN ASSOCIATES, INC. Continental Park Apartments Project # 2-01- 0054 Continental Park Apartments Design Criteria: Code: Location: Seismic Zone: Snow Load: Floor Live Load: Wall Load: Balcony Live Load: Stair Live Load: Structural Design Prepared By Steven Yearsley, P.E. FORSGREN ASSOCIATES, INC. 1444 West Bannock Boise, Idaho 83702 208-342-3144 1997 UBC Rexburg, Idaho 2B 35 PSF 40 PSF 10 PSF 60 PSF 100 PSF FORSGREN ASSOCIATES, INC. Table of Contents: Building Loads Wind Load Calculation Seismic Load Calculation Horizontal Diaphragm Shear Walls Floor Joist Design Beam Design Foundation Design Appendix Appendix A Appendix B Continental Park Apartments Project # 2-01- 0054 Foundation Design Recommendations Drawing Details Page # 4 9 10 13 15 17 21 all FORSGREN ASSOCIATES/ INC. OWNER—PROJECT BY DATE 4s,,HEET OJECT NO. / F_ Goa/< SR //lf, -/7-?crv2-od5< FEATURE CHK'D BY DATE _ _STX[/Gtc RAR ,O�SAci Ll ' OF;, 41OA05 S vow �o � 3 s psF /q97 5�xu6j or /3v co,,,GcoDF �/loGrir��"� r,�, i-DyrtNU l.i/.✓bG9Jai7 Sa ,MPH 1117 ,/b(- 6 /6-/ 5 S/trJ/C 7C v� 3 /557 ('1/Sc F/G/- 16-2 RE sl 4�.x,tJp [ L iuc COttr2 nnsJc FLpori Lvr as 4/0 "osf /_=�tL'R,ot� bs?eeo.e.lFs 6p�JG 5*1,21Al /oo P5F RooF Offt GOJaO �S Pap-cT SH,.�GL£S a.0 PS f' 3i,25 PSG rn✓ss�s = /oPs� %g "cr<1<1.�G 6os+nn S,ovs�x %` A3./a5 ro/rtL pars/D� c./.gccs a,< G STLvM ,q 12 11 091,'�AZe V/,VYG 5101. & /,vPSF 7/ 6AZ,,4wo/J 3PsrY' ') 5* P5 /N SuL AMn/ /.S F roY'�/L 7. biz 5 05/- sr/o.0 /0-0,osf FORSGREN ASSOCIATES/ INC. OWNER—PROJECT BY DATE PROJECT NO. f cf'oaK r),r�r 51zy In 4,1 %00�L /-OJ-,a5�/ FEATURE CHK'D BY DATE Z 12✓[t[�Yc'AL !='5 &.v SHEET OF9 /nis/df w1fLL G-0 *Y2S N sr4--,ou nuc 2/6" oc �P 4 jP%Z..ALL Citi ,dotes /NScj(p t/a,v = /,5 p$f 7'6r.'7C = J,SPSF SF<o�g FGooA /Ogoj „ %r4 -e_ 4/5757 ir•o�asPsf FORSGREM ASSOCIATES / INC. OWNER—PROJECT BY DATE PROJECT NO. 4 L - cook S'x M-411 lool /-J2-oo5- FEATURE CHK'D BY DATE SHEET 3 ST,ev�ra�zAL /JF-S/G,v OF2 6ri/LD/.�G wF/BHT rlooF a.�/G-/it QF_ p LayyJ .2a PS x So X 36 S",OL. 40640 tior neQLiR><o pFn 36 /<11_ /197 v)5c fdorc La �D G✓lYLL Oc/nrJ �aWd t.2•5 ry X2.5 tICJ tom. S /x 16 'A /D IGS/^ _ /4 Y-ls FL,OoYc iJFs*eLaarJ A50,x36 ,CA f,CIAO A t.✓ALL gGAYJ Go�iD [,2xsa'+ 3x /6.75XIb�= 35!7kIP3 To T�qG /j✓IGO/-..,G G..Ic/d-Ht /00, 3 k/Ps 69 / sr FLoo2 wCi6-HY /N/El' a w.�t cC [anon — 3•R,n =Loon /„Yea BALL fa�4 Kls= //. �//</Pf �o.c�crzrl/.` wF_/f,-H% _(��36�5o',(/SaPGi = yp/</1°S. L F'ORSGREN ASSOCIATES/ INC. OWNER—PROJECT BY DATE PROJECT NO. z�iL�Cool< 1qPf q/z7n,T,,,f SR thH/ ¢oat Aa?-oo.1v FEATURE CHK'D BY DATE S tA'vC7'vn ISL /RFs /�,� SHEET y OR? L✓/.v.(i Lna /4 its G� trAn/6s e --7tH H�/Gn> S '/ A>9A!///_•'O S,oRF_�O SH/ -'ET -rAd4E /6-G /° ?-1 b /117eu/34 7 vptiaxo /`,77c//Sc, V49. /o At w 0 J t/a c /` /6 / - 9 - . 8 .7w /.O �6R s>"HtiJ7��CJ �fCVPHn-c/ StYl�cloieFs rGG�' /6'� /'.?'� /ZonF Lfl.rt? Go.vG Lo.cG 3/7`�St _�75- / ,e S. 75 .= /4/ 7 #/Sr X0.6 asFX -e7/ = So #/;,,- 3-' /fr3/ 7 jr eF60 0 FLoo2 p/AV/rizm6n Lo;?O Lo�� /J/n�crivv .?2.Gf'5/` x �,75' 15-/#Xg,/ TDrrIG u,,,.�p Lfl.rt? Go.vG I�7/2/=G/io.v . 3/7`�St = 30.3 /l/vs rS«se s,,V,6A1z . VnL/r-r a Aoor- /JFstV ZpAo - /4 - /3,7P5i- . 3-24t Ooc Lc NOT C%2/r/6,tl� FoRsGREN ASSOCIATES / INC. OWNER—PROJECT BY DATE+SH2EET CT NO. L/G /= ak b1 �f�A ! �'^ G`N t S $ /1 i✓1A;f 2 FEATURE CHK'D BY DATES OF2 L//-0 J_OKl7 CvN /ZoOF i7gpN2k.�+^ Z'O r4 syonT OlAfePu..v XS, 79 x ?3.16 x2: /.7/G/YDS x 3.2/' ? ),7y ToYsrG = 7, l/kln5 SF<o�a FLooa OiAPHQ46171L94,0 SHoR4 0 2FCJicv -27.6 psF � 3.75 < 3G' - 7.2 /</p.5 ToYrac w ,o GoAYJ Se/v�� a�nreTio v % `//<1)9 f 7 .2/t�pJ = /7. J/c�Y�S /BASF S 6ztrt. �y'LF !Dolt fIPFl12j�yrn �$ Sn/ /0 Ay X00')- .,25,7-11 2 15.791 /:5'. NOTE VENTILATE OI M h TOP OF PLATT V o FINISHED FL[ ` TOP OF PLAT[ FINISHED FLOOR TOP OF FOUNDATION 0 I V TOP OF FOOTING FURNACE FL TO 1/300TH OF INSULATED CEILING BEDROOM #2 BEDROOM #2 20' WIDE x 10' DEEP CONCRETE FOOTING c/w 2 - RUNS #4 REBAR uo uu CROSS SECTIO SCALEt 1/4' = l'-0' Forsgren Associates, Inc. Project: Lyle Cook 1444 West Bannock Condominium Design Boise, Idaho 83702 (208) 342-3144 Project No.: 01-02-0054 Fax (208) 383-0819 Designer: Steven Yearsley P.E. _ Date: Page J O'S%2 0.0 Wind Load Calculation Wind: 80 MPH Exposure: C Chap. 16, Div. II Sect. 1615-1625 Design Wind Pressures: (Pounds Per Square Foot) Height abouve average level of Adjoining Ground (Feet) Structure or Part Thereof Direction 0-15 -20 -30 -40 -60 -80 -100 1. Primary Frames Method 1 (Normal Force Method) Windward Wall Inward 13.9 14.8 15.6 17.2 18.8 20.1 21.1 Leeward Wall Outward 8.7 9.3 9.8 10.7 11.7 12.5 13.2 Leeward Roof or Flat Roof Outward 12.2 13.0 13.7 15.0 16.4 17.6 18.5 Windward Roof - Slope < 2:12 (16.7%) Outward 12.2 13.0 13.7 15.0 16.4 17.6 18.5 Windward Roof - Slope 2:12 (16.7%) to 9:12 (75%) Outward 15.6 16.7 17.6 19.3 21.1 22.6 23.8 Windward Roof - Slope 2:12 (16.7%) to 9:12 (75%) Inward 5.2 5.6 5.9 6.4 7.0 7.5 7.9 Windward Roof - Slope 9:12 (75%) to 12:12 (100%) Inward 7.0 7.4 7.8 8.6 9.4 10.0 10.6 Windward Roof - Slope> 12:12 (100%) Inward 12.2 13.0 13.7 15.0 16.4 17.6 18.5 Method 2 (Projected Area Method) Horizontal on Vertical Projected Area Structrues 40 Feet or Less in Height Horiz. 22.6 24.1 25.4 27.9 30.5 32.6 34.3 Structrues Over 40 Feet in Height Horiz. 24.3 25.9 27.3 30.1 32.8 35.1 37.0 On Horizontal Projected Areas Upward 12.2 13.0 13.7 15.0 16.4 17.6 18.5 2. Elements and Components Not in Areas of Discontinuities Wall Elements All Structures Inward 20.9 22.2 23.4 25.8 28.1 30.1 31.7 Inclosed and Unenclosed Structrues Outward 20.9 22.2 23.4 25.8 28.1 30.1 31.7 Partially Enclosed Structures Outward 27.8 29.7 31.2 34.4 37.5 40.1 42.2 Parapets Walls In/Out 22.6 24.1 25.4 27.9 30.5 32.6 34.3 Roof Elements - Enclosed & Unenclosed Structures Slope < 7:12 (58.3%) Outward 22.6 24.1 25.4 27.9 30.5 32.6 34.3 Slope 7:12 (58.3%) to 12:12 (100%) In/Out 22.6 24.1 25.4 27.9 30.5 32.6 34.3 Roof Elements - Partially Enclosed StructuresEnclosed & Unenclosed Structures Slope < 2:12 (16.7%) Outward 29.6 31.5 33.2 36.5 39.9 42.7 44.9 Slope < 2:12 (16.7%) to 7:12 (58.3%) Outward 27.8 29.7 31.2 34.4 37.5 40.1 42.2 Slope < 2:12 (16.7%) to 7:12 (58.3%) Inward 13.9 14.8 15.6 17.2 18.8 20.1 21.1 Slope > 7:12 (58.3%) to 12:12 (100%) In/Out 29.6 31.5 33.2 36.5 39.9 42.7 44.9 3. Elements and Components in Areas of Discontinuities Wall Corners Outward 26.1 27.8 29.3 32.2 35.2 37.6 39.6 Wall Corners Inward 20.9 22.2 23.4 25.8 28.1 30.1 31.7 Roof Eaves, Rakes of Ridges Without Overhangs Slope <2:12 (16.7%) Upward 40.0 42.6 44.9 49.4 53.9 57.7 60.7 Slope 2:12 (16.7%) to 7:12 (58.3%) Outward 45.2 48.2 50.7 55.9 61.0 65.2 68.7 Slope >7:12 (58.3%) to 12:12 (100%) Outward 27.8 29.7 31.2 34.4 37.5 40.1 42.2 Overhangs at Roof Eaves, Rakes or Ridger, and Canopies Slope <2:12 (16.7%) Upward 48.7 51.9 54.6 60.2 65.7 70.3 73.9 4. Chimneys, Tanks, and Solid Towers Square of Reclanglar Any 24.3 25.9 27.3 30.1 32.8 35.1 37.0 Hexagonal or Octagonal Direction 19.1 20.4 21.5 23.6 25.8 27.6 29.0 Round of Elliptical 13.9 14.8 15.6 17.2 18.8 20.1 21.1 5. Open Frame Towers Square and Rectangular - Diagonal Any 69.5 74.1 78.1 85.9 93.8 100.4 105.6 Square and Rectangular - Normal Direction 62.6 66.7 70.3 77.3 84.4 90.3 95.1 Triangular 55.6 59.3 62.5 68.7 75.0 80.3 84.5 6. Towers Acessories (Ladders, Conduit, Lights, Ect.) Cylindrical Members < 2 inches Diameter 17.4 18.5 19.5 21.5 23.5 25.1 26.4 Cylindrical Members > 2 inches Diameter 13.9 14.8 15.6 17.2 18.8 20.1 21.1 Flat or Angular Members 22.6 24.1 25.4 27.9 30.5 32.6 34.3 7. Signs, Flagpoles, Lightpoles, Minor Structures Any 24.3 25.9 27.3 30.1 32.8 35.1 37.0 Direction Forsgren Associates, Inc. 1444 West Bannock Boise, Idaho 83702 (208) 342.3144 Fax (208) 383-0819 Project: Lyle Cook Condominium Design Project No.: 01-02-0054 Designer: Steven Yearsley P.E. Date: Page Wind Load Calculation Wind: 80 MPH Exposure: C Chap. 16, Div. II Sect. 1615-1625 P= Ce x Cg x qs x lw Eq 20-1 P 2-7 qs = 16.4 Table 16-F P 2-28 IW = 1.00 Table 16-K P 2-30 Ce = 1.06 0-15 Height Above Ground Table 16-G, P 2-28 1.13 -20 Height Above Ground 1.19 -25 Height Above Ground 1.23 -30 Height Above Ground 1.31 -40 Height Above Ground 1.43 -60 Height Above Ground 1.53 -80 Height Above Ground 1.61 -100 Height Above Ground 1.67 -120 Height Above Ground 1.79 -160 Height Above Ground 1. Primary Frames 0.8 Inward Windward Wall (Method 1) 0.5 Outward Leeward Wall 0.7 Outward Leeward Roof or Flat Roof 0.7 Outward Windward Roof - Slope < 2:12 (16,7%) Cq = 0.9 Outward Windward Roof - Slope 2:12 (16.7%) to 9:12 (75%) 0.3 Inward Windward Roof - Slope 2:12 (16.7%) to 9:12 (75%) 0.4 Inward Windward Roof - Slope 9:12 (75%) to 12:12 (100%) 0.7 Inward Windward Roof -Slope > 12:12 (100%) (Method 2) 1.3 Hertz. Structrues 40 Feet or Less in Height 1.4 Hertz. Structrues Over 40 Feet in Height Cq = 0.7 Upward On Horizontal Projected Areas 2. Elements and Comp. 1.2 Inward All Structures Not in Areas of Discontinuity 1.2 Outward Inclosed and Unenclosed Structrues (Wall Elements) 1.6 Outward Partially Enclosed Structures Cq= 1.3 In/Out Parapets Walls (Roof Elements) 1.3 Outward Slope < 7:12 (58.3%) Enclosed and Unenclosed 1.3 In/Out Slope 7:12 (58.3%) to 12:12 (100%) Structrues (Roof Elements) 1.7 Outward Slope < 2:12 (16.7%) Partially Enclosed 1.6 Outward Slope < 2:12 (16.7%) to 7:12 (58.3%) Structrues 0.8 Inward Slope < 2:12 (16.7%) to 7:12 (58.3%) 1.7 In/Out Slope > 7:12 (58.3%) to 12:12 (100%) 3. Elements and Comp. 1.5 Outward Wall Corners In Areas of Discontinuities 1.2 Inward Wall Corners 2.3 Upward Roof Eaves, Rakes of Ridges Without Overhangs: Slope <2:12 (16.7%) 2.6 Outward Roof Eaves, Rakes of Ridges Without Overhangs: Slope 2:12 (16.7%) to 7:12 (58.3%) 1.6 Outward Roof Eaves, Rakes of Ridges Without Overhangs: Slope >7:12 (58.3%) to 12:12 (100%) 2.8 Upward Overhangs at Roof Eaves, Rakes or Ridger, and Canopies: Slope <2:12 (16.7%) 4. Chimneys, Tanks and 1.4 Any Square of Rectanglar Solid Towers 1.1 Direction Hexagonal or Octagonal 0.8 Round of Elliptical 5. Open -Frame Towers 4 Any Square and Rectangular - Diagonal (Multiply Factor by 2/3 3.6 Direction Square and Rectangular - Normal For Cylindrical 3.2 Triangular Member) 6. Towers Accessories i Cylindrical Members < 2 inches Diameter (Ladders, Conduit, Lights 0.8 Cylindrical Members > 2 inches Diameter and Elevators) 1.3 Flat or Angular Members 7. Signs, Flagpoles, 1.4 Any Lightpoles, Minor Structures Direction FORSGREN ASSOCIATES/ INC. OWNER—PROJECT BY DATE PROJECT NO. L. L,�5 Loo/c rRy I 414 ?9o -;Z 1-,2;? -VoS�/ FEATURE CHK'D BY DATE SHEET y OF?- 5/_=/Smite La.+arJ -r;:: / So/L /y,VE = Sp sr �Srh,c Z0 ,E = 3 12 - 9. i - /Z = 5. 5 C A = 0,3e C✓': 0.5�/ Ti¢ ac F /G /< rA6e E /G N 7'AA�4 /6 N w000 SHc=a2 r✓�Cc TnaG� /�q 7�tnc,E /6 2 Si.sr PL/FIFO 5rd r/r M4oa--oo CA,/sc vse,a CL Y � S• S Ui Co-v7.<vZ3 30, 3/cias Lo,,o p/iZF_cl/o /7, 9)e/Ws SHonr t7�n�cn� v FORSGREN ASSOCIATES / INC. OWNER—PROJECT BY DATE PROJECT NO. LyLF_ cool< Ap/'AnT,,r,7 .ts sll• tea, ?oJ� /-O?-oaS/ FEATURE CHK'D BY DATE 5;r94,,&&,e AZ I I SHEET OF1 /Zoog .0/<9pyRN�-,M Go,�G viRecrio,v /Zoog /J�WpiJlzf} '� 3/7��frY I/- Z- 1/7 -o _ -75 �25 FRO YN T,q n6 E ,�.3 / 5 17 v4 G �6 ��-h $yEtt3H/..iL_ w/tN i%/ Commo,�,vni Ali G O.C• a AGL 70U5J /9 'o• C /.v L 0, MOmEN% w— 3/7d/yrCso2� = ygK-bi' k CNF e l< 1-0490 7-/c,,510/v 0F SrLp `r = asp ns/ `t= y.50X/,6x1x/x/x1 %2O p3/ Cr = l /CT = 720 P$/ A /6.5/,,,a = ///Flgk/JiS 7 2,7SKi/s OK C/ / 7 J=oR OF l 12 5 0� /^G�-YSF� /G d /a.c s = /03 '� G _ / e of a / Z: /o3/"x/.J %.51.2 "//d s l = �!. 7 e/S CS 17 NAlt 1 /jE%4Cf.N SML/fF.C� / FORSGREN ASSOCIATES/ INC. MNEEF OWNER—PROJECT BY DATE PROJECT NO. FEATURE CHWD BY DATE S iR ULYG I2AL _5/lr.v SHEET //OF,' 5EI0A/p %400/t D1111R 16-/Yi 4,p✓4 OlRedrlvN A. Xs 6 Fear T/+1JGF_ -23-//-t/ ) 5 5 7 U,6 7�//6 C -p SjIE siYHI-�, �- 4111P `6d �O�..mpr N✓�f�'_ w /.� �� ✓- iE t rJ Lo AV CAse .2a9 M= l7D>/3$ o/< G/7Z 7 xt -,gxE /J sTU/J1 luicG woR/Z FXD 9NE/Si /O 2=Jo 51.1 //a7�116S � /0. 5 G'3G // .0 li/GS ff Tw E�.f/ SPL /LF_ r. FORSGREN ASSOCIATES / INC. _ OWNER—PROJECT BY DATE PROJECT NO. L LF CO[7lG �POAa�M Eti 5121 A �oc7Z /'OJ-00Sy FEATURE CHK'D BY DATE STRc.G7�i2nL DESI&.v SHEET/20F2. z2a"- D/<tPHXAc-^- S,,VonT /�po,C .o/a rx nAGr� '10A 7 7, slops/36l= if 06` ipe/sr from S/vegx S 106#/Si a J�b 7-1d/N 3 Sa' Frzom 7-,49L.E ?3 /Cr lea rtf G OL. on .vLC FOGES > 7y bj /vSY F-c/lov I/- THS 5A1E- Alq}JS /-1RF_ tiS Sd Try G /FYlI= d kms/ Eca o FI9oK O)APN A6A. SHOAT 49141 clly. Ae/ a00 /*o,- onh SHEF_TS O� oKA,y FORSGREN ASSOCIATES/ INC. OWNER -PROJECT BY DATE FsHOEET OJECT NO. L LFLOo/< li12Yr^f.Nt S/p' %^�� s.0o2 FEATURE CHK'D BY DATE / 3 OF1 CHEtK 51115 La, -/G o/za�rjo l V� 75.254 5HEE7/fJ v= b = 2-2,2—T '/= ,2yo%sr (ASF , �l FLywocD SfiEAYAP�G w YO NA/C1 � 6iN o•G• /f�EUGEs � =zYo 7,2Y Fi .�s 7'sru rt/ /G /,2,5oc7 �6 t'Lywvolo SMSA t/rNG w /;2 i. o.c . /.v Fl Cc O FORSGREN ASSOCIATES/ INC. OWNER—PROJECT BY DATE PEF.,*',' FEATURE CHK'D BY DATE Lt1,CG G< Sf/E'H K G..dtCL3 .S_hoKl- 0,'REc7l6A1 S E�o,,� S iupz y ✓ = 7,0 L,5 `lzo sflE�t /2 fRo TSHEpR—��f6 , USE �6 c,0 S!/6piNi.-G w!!y YDcor..n.v.c, /vsi/G -J c�Y� 3 ••�� an F44bS c/sa'�/t > 337#%Sr ok 3�ag Z/= a3, $d cor n v v x}!L i 42 /C/RSY SID)x J3Acx 5"Ie5xx730 w/rccs US!` �� SfXv�>✓R?e / fNEH7Nr,.d�,.,,/r/a wfi �"a.c. o,t, EOG 6s &SSr7l, C-0co,q.c.co. y' 0 c a P. 42-4.e. ih/ i'%E60 FORSGREN ASSOCIATES/ INC. OWNER—PROJECT BY DATE PROJECT NO. ZiLEZ00 27"M,vf p' Ay v� /-02-0054 FEATURE CHK'D BY DATE ykuc,'!i/Lr4L .ES/G..✓ SHEET/jrOFp $:EefO•vy 1�-Cyclz J-olsr5 ,p65/&A-1 OF_AV Lo14n .(/LEto.ap r 0 p5/' . 5 S, v PSFj( /a = �•5 PSl' /N Sut A t)0N 6c/To/s/5 A9Aa//.6 =/b75?514F �yO!/Gao0 3pSiX �j = ?.25<03F e'lKPEYd Phv /I 5$t,r .2, oo /S� Toyn L 7, 9375 ps` LSE /1J p5� c✓= /0 64 > t/0 L[ = SO PSP X A / ' = $o 0Z /-- z /homE i = t,L �_ &o pL fx (/�/ —7 Y } /i6n -yr f_ %5.37WS1 ok FRO^ 6c/ O6S/Giv tN441EJ / a n 7% "v3o SEarv's SGO <'137s- Ok t 760 `/6 S 7 . `!/ /^- oK �- %% ySo 54AI,-.S 6t/ J'o/sis /4KE AO,6QuArlS 4— 5 N AAfiE 27 Joist Series Depth (Inches) Weight (pit) Moment (ft -lbs) EI z 106 (Ib -in') K x 106 (lbs) Shear (lbs) 1314" Bearing No W. SOIT W. S 0- 31/2' No w. S.'" Bearing W. Sit" 31/2' No W. Sip Bearing W. S.Im 51/4' No w. $.IN Bearing W. SPI 400 9.1/2' 1.8 2158 145 5.10 1375 950 1125 1125 1275 2000 - 2350 2550 2750 1 3 2 11-7/8' 2.1 2853 246 6.34 1625 950 1425 1425 1475 2200 2850 2650 3250 450 14' 9-1/2' 2.3 1.9 3480 2537 363 168 7.45 5.16 1825 1375 1025 950 1525 1125 1475 1125 1725 1275 2300 2000 3450 2350 2700 2575 3650 2750 11-7/8' 2.2 3356 284 6.41 1625 950 1425 1425 1475 2200 2850 2650 3250 14' 2.5 4094 417 7.53 1825 1025 1525 1525 1725 2300 3450 2700 3650 16' 2.7 4791 569 8.58 1975 1025 1625 1525 1975 2400 3650 2750 3750 600 11-7/8' 2.6 4806 385 6.52 1625 950 1425 1425 1475 2200 2850 2900 3250 14' 2.8 5864 562 7.65 1825 1025 1525 1625 1725 2300 3450 2925 3650 16' 3.0 6864 763 8.72 1975 1025 1625 1625 1975 2400 3650 2950 3750 18' 3.3 7867 997 9.78 2275 N/A 1750 N/A 2175 N/A 4350 N/A 4550 20' 3.5 8870 1266 10.80 2375 N/A 1900 N/A 2250 N/A 4500 N/A 4750 90XL 11-7/8' 3.7 8224 632 6.69 2150 1425 1850 1900 1950 3375 3700 4000 4300 14' 3.9 10095 924 7.83 2225 1450 1950 1950 2150 3400 3850 4100 4450 16' 4.2 11865 1251 8.91 2350 1475 2150 2000 2350 3425 4000 4200 4650 18' 4.4 13639 1631 9.99 2550 N/A 2300 NIA 2550 NIA 4150 N/A 4750 20' 4.6 15417 206fi. 11.07 2650 N/A 2500 N/A 2650 N/A 4300 N/A 4850 (1) No web stiffeners required. (2) Web stiffeners required. Code Evaluations - ICBO PFC-4665 = deflection (in) Q = 5 W1 w12 + w = uniform load (lbsfin) 384 EI K I = clear span (in) EI = bending stiffness (11,40 K = shear deformation coefficient (lb) Nailing Perpendicular to Glue Lines Nailing Parallel to Glue Lines Nail Size MNIM ,�l O.C. Soto" EM of Joist ramal rased AA17 O c. Sri-, [,shed End of Jain frcsssl 8d Box 2 11/2 4 11/2 8d Common 2 1 t/2 4 3 10d & 12d Box 2 11/2 4 3 10d & 12d Common 2 11/2 6 4 16d Box 3 2 6 4 16d Sinker 1 3 2 6 4 16d Common 1 3 2 6 4 Fastener Type 11111i Lateral' For Attachment of 2x_Ledger (Lb.) Withdrawa12 (Ib. per inch nail pene- tration into Versa -Rim) I HorizontalDiaphragmS3 Nails spaced at 6" O.C. (Lbs. per foot) 6d Common N/A 22 125 8d Common N/A 26 180 10d Common 66 29 215 16d Common 73 32 N/A 16d Box or Sinker 60 27 N/A s/a" Machine Bolt 208 N/A N/A 3/4" Machine Bolt 232 N/A N/A ' Based on 1991 National Design Specification for Douglas Fir -Larch G = 0.50. 2 Based on 1991 National Design Specification for Douglas Fir (S) Hem -Fir (N) G = 0.45. Minimum allowable shear for 4a plywood/OSB un -blocked horizontal diaphragms. For other diaphragm configurations refer to applicable code for 2' nominal Douglas Fir -Larch values. 4 See page 34 for Allowable Nail Spacing. Versa -Rim Versa -Rim Plus Width: 11/16' 11/16' Depths: 91/2" 912" 117/8' 117/8' 14' 14' 16' 16' Lengths: 8'-2° 20'-0' ' Based on 1991 National Design Specification for Douglas Fir -Larch G = 0.50. 2 Based on 1991 National Design Specification for Douglas Fir (S) Hem -Fir (N) G = 0.45. Minimum allowable shear for 4a plywood/OSB un -blocked horizontal diaphragms. For other diaphragm configurations refer to applicable code for 2' nominal Douglas Fir -Larch values. 4 See page 34 for Allowable Nail Spacing. FORSGREN ASSOCIATES/ INC. OWNER—PROJECT BY DATE PROJECT NO. LyLF LOox SR/ ^4z;; v /-02-o05�/ FEATURE I CHK'D BY DATE ✓n r�L i�6SlG.-✓ SFc4n FLoDlt 3F_A /JF�t4 nl /JL t L G ; 30 Ps /, W= SUY'.5Fxl2,5= G_25-15GF $ y FRar Y-,46(/ 116R5A-[4ni L5EAt3 `1./o )R 3/o x 9/y U6nsA Z,4 ALLowlg6Lr momF.lr= /;2,6 k -S -r 4p.6k6r>lo,;k4r 6, Y_ 6 3/8''�3go6' ok 3syFS 3F��/�2x�o6�i95�,/,� � ,686 !,✓ fLlflwAALE QfY=LEc 11 o.v = G /7,S �T� G 8G iv > , G �Sii do 6-000 T,Qy $Yllx7 Y.2 v_asA-L 14m 3 75, 375, / /,V 0/iLEcY1al /S F). < •6�5/� SHEET /7OFa IJS� .S/!a x y� VERJAc. 34 Sr,FE>l9 Pr;i3 Versa -Lam & Versa -Rim Products Connector Size 11 13/4 ?' x 2.7 8d Box 3" 2" 8d Common 3" 2" 10d & 12d Box 4" 2" 10d & 12d Common 4" 3" 16d Box 4" 3" -16d Sinker 4" 3" 16d Common 8" 3" Nailing into Wide Face Nailing Parallel to Glue Lines Note: If two staggered rows of nails are required, offset rows minimum of 0.5 inches. 2800 Fb 11 13/4 ��t. '�R._�l��,l 51/2 x 2.7 IEEE I� 1829 i l,lt 2245 4. Ii 24.3 DF 13/4 71/4 3.3 2411 3783 55.6 1.8 13/4 91/4 4.2 3076 5994 115.4 2800 13/4 91/2 4.3 3159 6304 125.0 F„ (Ibs) (2) (4) 13/4 111/4 5.1 3741 8675 207.6 1950 13/4 117/8 5.3 3948 9608 244.2 3000 13/4 14 6.3 4655 13112 400.2 g00 13/4 16 7.2 5320 16874 597.3 13/4 18 8.1 5985 21079 850.5 2800 Fb 31/2 51/2 4.9 3658 4490 48.5 DF 31/2 71/4 6.5 4821 7566 111.1 31/2 91/4 8.3 6151 11988 230.8 31/2 91/2 8.5 6318 12607 250.1 31/2 111/4 10.1 7481 17351 415.3 31/2 111/8 10.7 7897 19216 488.4 31/2 14 12.6 9310 26225 800.3 33748 31/2 16 14.4 10640 1194.7 31/2 18 16.2 11970 42157 1701.0 31/2 20 18.0 13300 51440 2333.3 2800 Fb .-51/4 51/4 7.1 5237 6169 63.3 -- DF 51/4- 51/2.7.4 5486. 6735 172.8 - 51/4 71/4 -.9.8 .7232 111350 -.166.7 .. 51/4 .91/4 .12.5 9227- '-.17982 346.3 -; 51/4 - 91/2- 12.8 9476 .18911 :-375.1 51/4 111/4 --15.2 11222 26026 622.9 51/4 .. 117/a. 16.0 -11845 28824 :732.6 51/4 14 18.9 13965 39337 '-1200.5 51/4 16 - 21.6 15960 -50622 .1.792.0 51/4 - 18 24.3 17955 63236 2551.5 51/4 - - 20 - 27.0 19950 77160 3500.0 2800 Fb 7 15794 38432 976.8 DF 7 14 25.2 18620 52449 1600.7 7 16 28.8 21280 67497 2389.3 7 18 32.4 23940 84315 3402.0 7 20 36.0 26600 102881 4666.7 1. This value cannot be increased for load duration. - 2. This value is based on a normal load duration (100%) and may be increased for other load durations. 3. Multiply this value by (12/d)119, where d = member depth (in). 4. Stress applied perpendicular to the gluelines (beam orientation). 5. Multiply this value by (4/L)118 where L = member length (ft). Use L = 4 for members less than four feet long. 6. Stress applied parallel to the gluelines (beam orientation). 7. These design properties are limited to dry conditions of use where the maximum moisture content of the material will not exceed 121/2%. 8. Fastener values are as provided in the National Design Speciticatiorl"for sawn lumber with a specific gravity of 0.50. I� Grade 2800 Fb DF 2200 Fb DF 2400 Fb DF Modulus of Elasticity, 2.0 1.8 2.0 E(x 10- psi) (1) Bending, Fb (psi) (2) (3) 2800 2200 2400 Horizontal Shear 285 285 265 F„ (Ibs) (2) (4) Tension Parallel to 2100 1600 1950 Grain Fr (psi) (2) (5) Compression Parallel to 3000 3000 3000 Grain Fcll (psi) (2) Compression Perpendicular g00 900 900 to Grain Fe. (psi) (1) (6) 1. This value cannot be increased for load duration. - 2. This value is based on a normal load duration (100%) and may be increased for other load durations. 3. Multiply this value by (12/d)119, where d = member depth (in). 4. Stress applied perpendicular to the gluelines (beam orientation). 5. Multiply this value by (4/L)118 where L = member length (ft). Use L = 4 for members less than four feet long. 6. Stress applied parallel to the gluelines (beam orientation). 7. These design properties are limited to dry conditions of use where the maximum moisture content of the material will not exceed 121/2%. 8. Fastener values are as provided in the National Design Speciticatiorl"for sawn lumber with a specific gravity of 0.50. FORSGREN ASSOCIATES/ INC. I OWNER—PROJECT BY DATE PROJECT NO. L v e_ coo/z 4 p1l"ARIn--`,,;75 t2.. 1,14.v /-o2-apses FEATURE 3 CHK'D BY DATE jeuCtua of r�Gt/G.✓ SHEET/G/OFI CNCck coz r / rKo,-- gGGo.ln /`Lcbn 13 A(h 4! 404u , l Loa)D= 35V6 ;' /CJSe r Fs 2 - .'1><6 stvos �'60,0 fc = Ssa /=on 49!-"-[,41zc14- SruV. cp x 2c G icy = $50 psi CE = RAE E� KGF = , 3 Fon �rsuaL�y G,eaoe� L�.Mbsn XE = /.O Kbit ��.(i ��Nf+7 GbNN/>G%�O.✓ CSE= 0,3 </,%x/a� 4110 C3�2) z 411 a (,8) :2xc.$)j , x 358isi FORSGREN ASSOCIATES / INC. OWNER—PROJECT BY DATE PROJECT NO. �SLFCOoK .lPAA R'r,i^�/S CAS 1XIA-1V�62 FEATURE CHK'D BY DATE SYx'c r>�nr� dJ! 5%c•` SHEET2'OOF1 GE/F_Gk C��LtimN F✓cor-. Sr�o.�.0 FLooYC /3F�r� 55o17 oK j Sfv01 us tlNR G7Curn U. FORSGREN ASSOCIATES/ INC. OWNER -PROJECT BY DATE PROJECT NO. LS/Lf o •lei,4n1,nr_ 7s .S/ze /WAV kava /-02-o0sv FEATURE CHK'D BY DATE Sr!?�.cir.n.q� ✓>is/4,v SHEET2)OF,c zf yc-x,lggoo-v �oirns 35/'sr X/8' = G3a PGF /JG/itl Gv�rp c 2aPsf x /$ y � 360 PLF WALL GOAIJ = /O fSF X IC. � - /6 O /'LF o /'L F S/I>'E G✓t7LC5 '4z,ax L/vE L 0, 0 ` L/O PS f X 5. 3 / = ;?;2 v PL F o rcc cg4)0 = /apsFx /6' To rA4, L/3 -5 Pc F CFS/6 ✓L w/te e 60,40-f Ftvo/( LIVE IOA-n 60PGF G /fGC�agq = I6 x /aYSF /G aPLF Yvfs7G - $� o PLi ,�NTEn'Jo2 /=o�aor�f�.� Goe�b FLabn bye ZOA0 _ /.Z 5 "X -/,p 15 So O /71 FLza/z 0EA0 Go.*» = /?. S c /0,15 Ir- /.25 VLF wAcC 2 -AV = /6 '2 tas O /'L i THE /=12o. ,* v- /Sr%Gk. ev,f4L Lo yRaL = //So IAC f R- FORSGREN = ASSOCIATES/ INC. OWNER—PROJECT BY DATE PROJECT NO. Z !_ Cook 4?PAi271,lr FEATURE CHK'D BY DATE SHEET?SOF: �OtiN»617"ID�c/ rjF_S//s.✓ A GGOwA L JS �l��2 i„+.: G- r/n Fss Un r- — 750'01S -r2 /--On AIAV&F sler-5 MA/ 13,C11 R/G: = //So PGF //Sa Pz1f17so¢/Era ; /. S,3 bf Foo //-"-4 w/O'rH = /S, y /�cnss v>F_ � y ,• FnoTi�,b_S c/Sy0 �/fir �//So aK �dOT/�G 7h'lck,�ESS = k �P/n �yS L THSGF_ /g_� G . o0/b h A = .too/a e'�y'J/Cs 'j= .3</5!z0 /,, 2 C/ S E 2 d N A3.4 AS - . //O /N 2 /N r-09 Tr L C- Srl�:-m Cv,gI w UT1J y" �Fw uac r.aace / x -/-c (/S / x!�H/sARs AO /1 /rOC F_/rci/ w,I/2h-,- /'/7/+2 cX 5rC'n6 RE/.i,r-c-2c/5-,�16-/v7- -00,fk6A;: .o0/& = .ObGZ//.."z ase Ie 41 'L✓Ll/-�I/ ,brfeEO Ar = p, /,2 /. 2 -� . O 8 2 F®RSGRFN ASSOCIATES/ INC. OWNER—PROJECT BY DATE PROJECT NO. Shy arvVl00;2 FEATURE I CHK'D BY IDATE SHEET230Fi 1'9VA1VArrO.v Fon 57-Alnf J- /3112 GoA V 3,41_6o,• y -. ,o -x -x GoPSF = /aoo #1' srH /,Ps = g11 y/X 5 _ /boo "` .2 �Oa*/2 = FOR TG.o caCon„�J. /�/co'*17So �S� k6/ ;:r 2 %7'1� 6- S/ Z = /• 36G 1r / 7 1—cH)s USE' A a'x :2 > / 001 v 6- .? A9 /" o/z,�y ENFORSGREN ASSOCIATES. INC. Continental Park Apartments Project # 2-01- 0054 Appendix A Continental Park Foundation Design Recommendations: On the basis of the data obtained from the site and tests performed, NE recommends that the following guidelines be used for the net allowable soils bearing capacity. Footing Depth Below Existing ASTM D 1557 Subgrade Net Allowable Soils Surface Compaction Bearing Capacity Below 3.5 ft bearing on compacted native silt 9500 750 lbs/ft' Below 3.5 ft bearing on compacted structural fill 9500 3000 lbs/ft' FA anticipates that project elements (i.e. slabs) will be founded upon granular fill at shallower depths; than stated above. FA recommends footings be standard continuous spread footings, minimum width and thickness of 12 inches. The footings should be proportioned to meet the stated bearing capacity and/or the Uniform Building Code 1997 minimum requirements. Total settlement should be limited to 1 -inch total, with differential settlement of 3/4 -inch. The footings should bear on recompacted material below the topsoil material. If structural fill is to be used the native subgrade material should be excavated and fill placed in lifts not to exceed 6 -inches. Each lift shall be compacted to a minimum of 95% of maximum dry density as determined by ASTM D 1557. The excavation should be a minimum of 2.5 - feet below bottom of footing elevation and should extend 2.5 -feet outside each edge of the footing. Any soil type encountered at the bottom of footing excavations other than the ones described above, including clay pockets, should be analyzed by a soils engineer, or removed and replaced with structural fill. Any excessively loose or soft spots/areas that are encountered in the footing subgrade will require over -excavation and backfilling with structural fill. In order to minimize the effects of any slight differential movement that may occur due to variations in the characters of the supporting soils and any variations in seasonal moisture contents, it is recommended that all continuous footings be suitably reinforced to make them as rigid as possible. For frost protection, the bottom of external footings should be a minimum of 36 inches below the finished grade. Granular structural fill should consist of a 6 -inch minus select, clean, granular soil with no more than 40% oversize (greater than W) material and no more than 15% fines (less than #200) and placed in layers of not more than 10.0 inches in thickness. Each layer of structural fill should be compacted to a minimum density of 95% of the maximum dry density as determined by ASTM Designation D1557 (for rigid structures). If the material contains more than 30% oversize (greater than W), the maximum density cannot be determined by use of the ASTM Designation D1557. In this case, a field maximum density may be determined by a test strip method. The material shall be rolled at or near optimum moisture content with a 10 -ton or greater vibratory smooth -drum roller. A field density test shall be taken after each pass of the roller. This sequence shall continue until the maximum field density is achieved. This maximum field density shall be used for subsequent field compaction tests. For structural fill below isolated footings, the area of the compacted backfill must extend outside the perimeter of the footing for a distance equal to the thickness of the fill between the bottom of the foundation and the underlying soils, or five feet, whichever is less. Continental Park BORE HOLE LOG Test Hole: kII.OFect Sampled By: nN/A Project: l Park Date: Elevation: Excavated By: ction Depth of Hole Water Level Soils Profile; Sample Sample. 0.0' Depth Type USCS DD 2.0' 4.5' Brown Silty -loam Topsoil 06/03/2002 Sample MC Number Medium Brown Silt with little Fine Sand, Slightly LGS ML 81.0 13.7 Plastic, Soft and Moist Tan Silt with little Fine Sand, Non -plastic, Soft to SGS ML Medium Stiff and Moist, little iron staining 9.0' Grey -Brown Sand Poorly 9.5' Graded Medium Grain Size, SP Dense, Slightly Moist Grey -Brown Gravel with LGS GW Sand Well Graded Maximum Size 3", Dense, Slightly Moist FORSGREN Continental Park Apartments assoaares, INC. Project # 2-01- 0054 Appendix B FORSGREN ASSOCIATES / INC. OWNER—PROJECT BY DATE PROJECT NO. L/LE Lov!< /titYP�z7r�i/V�1 512 zcn /-o2-ooSy FEATURE CHK'D BY DATE OG"1r?/G s SHEET OF PL.gLE �ou.�OH7ton� oN 6� G�ep-�uL,vn Srauc�uRAc F/LL C'aMPPcT CxisY/ti46U,�,0isy�/Ldrb sc,rSGR�nP- To iS'fe C�,,.,�a�cfio�. i 2„C&R. f1p. - 1�7 a u,.; 0 y r/ o,--1 CJ -5rr 1 L Yi i 2„C&R. f1p. - 1�7 a u,.; 0 y r/ o,--1 CJ -5rr 1 L FORSGREN ASSOCIATES / INC. OWNER—PROJECT BY DATE PROJECT NO. L LF_ �z�/< !}l°P1IzYmlti7s 5!d/ itii+, cow I-�i-ooS% FEATURE CHK'D BY DATE SHEET OF /'7Z -1 CF 15Ce06 0A.1 LAie GiCC Lo psc - 6 -/ �X75ri G 5�t4Ta Sc ,ate o�.Gnwv�c FooT�,UG. FORSGREN ASSOCIATES / INC. OWNER—PROJECT BY DATE PROJECT NO. S"oe� srr 4 drr✓� l z�1-ou FEATURE CHK'O BY DATE SHEET OF �y 1 SCG R II ry,� Yo/� d' /SOffvir Sc.,V lc /1 r /'v n DA > %o ✓