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Home My WebLink AboutSTRUCTURAL DESIGN CALCS - 03-00019 - Green Gables II - Three 4-Plex BuildingsPETERSON 4-PLEX REXBURG, IDAHO STRUCTURAL DESIGN CALCULATIONS- FOR THE NEW 4-PLEX-TO BE W LOCATED IN REXBURG, IDAHO Client: Stock Building & Supply Idaho Falls, Idaho Des igned by: M ark D. Andrus, PE Project #03141 9MIT4,Ip 1.0 2.0-2.4 3.0-3.11 4.0-4.3 5.0-5.4 6.0-6.3 TABLEOF CONTENTS DESCRIPTION Certification Letter & Design Criteria Structural Notes Lateral Design Rood Framing design Floor Framing Design Foundation Design NAL ST 1 r G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 J Telephone: (208) 523-6918 E-mail: qs@dataway.net Fax: (208) 523-6922 Telephone: (208) 523-6918 Peterson 4-Plex Rexburg, Id2ho To Whorn it May Concern, G & S Str'uctu'ral .Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 E-mail: gs@dataway..net April 2 1, 200-11 #03"' 141 Fax: (2Q8) 523-6922 This letter and calculation package is to certify that G&S Structural Engineers has performed a structural analysis of the above referenced building. The design criteria used are listed on the following gage (page 1.1). The following are the necessary structural changes to the drawings stamped by Stanley L. Palmer Architect an 6-1-01 that need to be incorporated into the construction, Foundation-. 1. The piers at the front pomh area need to be reinforced with 4-#6 vertical bars and #3 ties at 12 P) alc. 2. The anchor bolts on all exterior foundation wads are to be a minimum '/" diameter bolts spaced at 4'-D" centers with a 2.x2x3/16 washer. If additional anchor bolts need to be installed into already constructed concrete walls use V2" diameter Wfil Kwik bolts with 3/2" embedment. Main & Second Level: 1 The 11 7I8" TJI/Pro-1 50 floor joists spaced at 16" o/c. are structural adequate, however the floor performance will be eery poor. I str_ only recommend using Pro - 350's at 16" centers. 2. The exterior wails are to be sheathed with a minimum of 7/16" OSB sheathing (see structural nates). 3. The window openings on the frost and the two sides reed to be reinforced. To reinforce provide 6" o/c OSB edge nailing the full height of the king stud on both sides of the opining. At the tap and the bottom of the opening provide Simpson CS16 straps and extend a minimum of 24" on each side. Provide. backer blocking between the studs dor the snap nailing. 4. AIS exterior wall window and doer headers to be minimum 2-2xlO's with the exception of two the front 6-D'° wide windows,-_ Those require 3-2xl D's. �a•i 1. Rood framing to be pre-engineered trusses in accordance with the structural nates. 2. The entry porch roof shall be designed for a snow Toad of 90 PSF to account dor the potentia! snowdrift load., 3_ Provide a minimum of 3-2xl O's for, the entry porch beams carrying the roof trusses. This learn is to be supported on the outside by a 6x6 column and attached with a Simpson PC post cap or similar bracket. The base of the column shill be attached to the foundation with. Simpson CB column base or similar bracket. Page 1.0 Telephone: (208) 523-6918 G & S Structural Engineers 1600'J.ohn Adams Parkway Suite 200 Idaho Falls, ID 83401 E-mail: gs@dataway.net DESIGN CRITERIA Date' April 21, 2003 Project: Location.- Bu-ilding Code: Design Loads: Floorp- S 0"I I -. Wind: Seismic: Peterson 4-Plex Rexbur Idaho Fax: (208) 523-6922 Project #03141 East side of HVN between exists 2000 International Building Code (IBC Snow Load (SL)- Dead Load (DL)- Live Load (LL),- Dead Load (DL)-. Assumed soil type- 35 PSF 20 PSF 40 PSF 15 PSF SW. SP SMI SC, GMI GC_ (Sand, silty sand, clayey sand, silty gravel, clayey gravel) Allowable soil pressure'. 2000 PSF (Per IBC Table 1804.2 90 -mph 3 -second gush Exposure C Importance factor: 1.d Site cuss D Design Category Q Importance factor 1.0 Sheet 1. 1 STRUCTURAL DRAWING NOTES PETERSON 4.-PLEX I. CODES AND SPECIFICATIONS A. International Building Code -.2000 Edition B. ACI 318-99 Building Code Requirements for Reinforced C. AITC Timber Construction Manual - 4 "' Edition II. DESIGN CRITERIA A. Wind Loads B. Seismic UBC C. Live Loads per UBC Sec. 1607 1. Roof (Snow Load) 2. Floors D. Dead Loads 1. Framing System Dead Loads Concrete 3 Second Gust Wind Speed= Exposure = B = 1.00 Site Class = D Seismic Design Category — Q seismic Use Group = 'I Uniform (PSF) 35 40 20 PSF (Roof 15 PSF (All Floors) 90 MPH E. Design Assumptions 'l. Say! bearing pressure assured to be X000 ASF for columns and walk footings as per IBC Table 1804.2 based upon a silty sandlgravei and/or clayey sand/gravel soil. Any variations encountered, different from the soil type assumed, shall be brought to the attention of G&S Structural Engineers before proceeding. Equivalent fluid pressure = 45 PCF- F. Allowable Stresses (unless otherwise toted) 1. concrete f c (28 days) 3000 PSS 2. Concrete Slabs (28 days) 4x00 PSI Exposed to freeze/thaw 3000 PS! Unexposed slabs 3. Reinforcing Steel ASTM A,61 5 Grade 60 4. Woad Framing a. Stud walls Construction Grade Douglas Fir b. Joists X10. 2 Douglas Fir c. Clulam beams (GLB) 24F -V4 d. Laminated Veneer Lumber (LVL) 1.9 E GENERAL STRUCTURAL NOTES A. A-11 footings shah bear on undisturbed soil or rock. The foundation shall beer on the same soil type throughout the entire structure. A minimum distance of 3'-0"' shall be maintained from finished grade to the bottom of all concrete footinri gs. B. Caution sha![ be taken not to undermine adjacent existing footings, C. Contractor shall verify all dimensions in the field: an hmunM fn 1h., .,u,..,a:.... _ proposea y variation from the draw{ngsshall be � �� r��` 4 �� L; �� ►r�;r}��ec�. Hny #field changes shall have -prior- approval from the Archlotect. D. Adequate shoring and bracing of al structural members during construction shall be provided. E. Backfill under slabs and footings shall be with approved material. Place fill in 8" maximum lifts with 95% compaction in accordance with ASTM. D-1557. IV. CONCRETE A. Concrete shall be of ready mix type conforming to ASTM C94. No special inspection is required based upon IBC Section 1704.4 (designFe-.9 2500 PSI). B_ When the average daily temperature is expected to drop below 40a F for 3 or more successive days, the concrete shat[ comply with the Cold Weather Concreting Standard (ACI 306). Place no concrete against frozen earth. G. Splices of reinforcement at paints of maximum stress shall be avoided wherever possible, Minimum overlap for lapped spices shah be 30 bar diameters unless otherwise noted. D. Al! reinforcement to be supported J'n the forms and spaced with wire or p1astiC bar supports conforming to the requirements of the Ail Manual of Standard Practice'for Detailing Reinforced Concrete Structures �ACf x'1Rei5).nfiorcement in footings shah be supported on precast concrete black supports conforming to Concrete Reinforcing Steel Institute Manual of Standard Practise (1992 Edition). E. All continuous reinforcement shall terminate with 9Q° return or hook or separate comer bar. F. AIS ver -tical reinforcement in piers and walls shah be doweled from the footing or structure below with rebar of the same size and spacing as required above. G. All construction jo*nts shall be located so as not to impa.1 ir the strength of the structure. Unless noted on the drawings, all reinforcement shall he continuous throu I h the join s. Each construction joint shall be keyed. H. No aluminum products shall be embedded in the concrete. I. Unless otherwise noted, reinforce all concrete walls as follows-, Wall Size Horizontal Reinforcement Vertical Reinforcement �" #4 @ 24", D.C. #4 241P O.C. Place steel in center of wall and dowel to footing below with the same dowel size and pacing as vertical reinforcement. All dowels shall have at leash 30 diameters mbedment. Provide Gomer bars at all intersecting comers. Use same size bar and spacing as horizontal wall reinforcement. J_ All vertical concrete surfaces below finished grade, where in contact with earth, shall be protected with an asphaltic coating. 2� / V. REINFORCING STEEL A. Welding or tack welding of reinforcing bars to other bars of plates, angles, etc. IS prohibited. B. Reinforcement shall be accurately placed and adequately secured in position., Location of reinforcement shall be as indicated an the drawings. The following protection for reinforcement shall be provided. Minimum Cover Cast against and permanently exposed to earth......... ..3" Exposed to earth or weather - #5 and smaller......... 1-1/20' - #6 th ru # 'f 8 bars, ........... 2" Not exposed to earth or weather - Slabs, Walls..... . 4 V M %3/4" V1. PRE-ENGINEERED WOOD TRUSSES A. Trusses to be designed by Manufacturer. See architectural drawings for roof stapes and/or truss configurations- Review structural drawings dor intended truss placement and support locations. B. The pre-engineered roof truss members shall be designed to support the following toads in addition to the dead load of the member as applicable. 1. 35 PSF roof snow load plus drifting as indicated on plans (90 PSF total snow @ lower porch goof). 2. 8 ASF dead load bottom chard. 3. 8 PSF dead load top chord. 4. 20 PSF wird load. C. The shop drawings and design calculations shall be produced by, or under the supervision of a registered Professional Engineer. The shop drawing submittal to the contractor shall include the following: 1. Truss placement pian. 2. Truss design drawing for each Truss. 3. Connection requirements for truss to truss girder, truss ply to ply and field splices. Such connectins shall be designed by truss manufacturer and submitted with shop drawings. Contractor shall provide such connection requirements as specified in shop submittals. 4. Contractor shall provide all permanent bracing requirements for the structure, including the trusses as indicated in structural drawings and shop drawings. The lateral bracing shaft be anchored to salad end wails or permanent diagonal bracing. D. Contractor shall provide blocking at all truss support locations and V -notch blocking as required at all vent locations. E. Na truss shall be modified without the truss manufacturees appraval. VIS. TIMBER A. All wood and timber construction that is part of this project shall comply with the Timber Construction Standards of the American Institute of Timber Construction Manual (AITC tn Edition). ether members with equivalent size and strength can be subst4Etuted oniy if date is provided to substantiate capacity of new product_ All wood framing members shall have a moisture cUntent less than 19% unless otherwise noted. 2. 2 B: Notching of any structural member other than that shown on the dra'wings is prohibited unless otherwise approved in waiting by the Architect. C. There. shall be.at feast two nails at each contact point, with 8d thru matenal'�fid thru 2" material aIII 40-60d thru 3PI material. D. Wherever possible nails should be driven perpendicular to the grain instead of toe nailed. E. All .wood materials within 611 of sail shall be pressure treated woad or wood of natural resistance to decay. When wood joists are located closer than 18" or wood beams are located closes than '12" to exposed soil, the woad framing shall be pressure treated' wood or wood of natural resistance to decay. F. Where wand tends to split, hales for nails shad be bored a diameter smaller than that of the naiEs. G. Rood and floor plywood face grain must be perpendicular to its supports. H. All wall studs shall be continuous from floor to floor or floor to rood diaphragms. I. Floor, roof and waIl diaphragm sheathing nails or other approved sheathing connections shall be driven so that their head or craven is flush with the surface of the sheathing. J. AIS wood connection hardware shown on plans are based upon Simpson Strong Tie products. Equivalent hardware may be used upon approval of the Architect. All hangers are to match the width and depth of framing members with carcectslape and skew where applicable. Fife all Wait holes unless otherwise noted_ NAILING SCHEDULE All nails in this schedule may be sinker, box or pneumatic driven nails unless otherwise specified. Any nails exposed to weather or moisture shall be stainless steel or galvanized. Other nails with proper revised spacing maybe used with written approval of the Architect. CONNECTION Prefab I joist & blocking Joists Blacking between j oists Bottom (sole) plate to joist or blocking Studs to bottom (sole) plate Blocking between studs Double Top Plates FASTENING See manufacturer's nailing requirement 3-8d toenail 0 each bearing 2-8d endnail from rim to joist 3-8d toenail to support plate or joist 2-16d @ each joist 16d g 6" Q.C. a[7 rim joist 2-16d end 'i's or 4-8d toenails 2-8d toenail each end or 2-16d endnails each end Lower plate to top of stud Upper plate to lower plate -staggered Upper plate to lower plate @ intersection Upper plate to dower platy @ splice point (Minimum lap: 4'-0" staggered splices) Beveled Top Plates Built-up homer Studs 2x Built-up Beams & Lintels 1011 or less in depth 1211 or'more in depth Double ,foists 19/32" APA Rated 40/20 Roof Sheathing No blocking required unless shown an framing plan. 23132" APA Rated Floor Sheathing Use tongue and groove SPA rated sheathing panels or block all sides of panel, 7/16" APA Rated Wall Sheathing Block all edges of APA rated sheathing panels. 2-416 d - - 16d @ 161, O.C. 3-16d 16d @ 401 O.C. S taggered 16d @ 4" O.C. staggered 16d @ 16" O.C. staggered 2 rows 16d @ 16" O.C. 5/8" 0 bolts @ 24" O.C. staggered 16d @ 16" O.C. staggered Boundary naffing - 0.128" 0 x 2'/Z' nails @ 6 " O.C. Edge nailing -0.128".0 x 2%z' nails @ 611 O.C. Intermediate nailing - 0. 128" (1) x 2%i' nails @ 12" O.C. Boundary nailing - 0. 128"0 x 2%" nails @ 611 O.C. Edge nailing -0.128" 0 x 2%znails @ 6" O.C. Intermediate nailing - 0. 128" Ox2Y2" nails @ 121, O.C. Edge nailing-0.128"Ox2Y2 11 nails @ 611 O.C. Intermediate nailing - 0.128" m x 2Y.?" nails @ 12" O.C. P roect � 1 Project No. 43 LI Date Designed By I F� LOA v� IL 1;>C� loorl f L -e i.- { irj v NO r �-- f l a f 7 f 1I i 1 p F APS G&S Structural Engineers Sheet � r Project Deslaned By t des%y.� �sz.2 des v Pit—Lroect No,�� j - Date --- –U3 �rG OPL Drrke-C7"I&Vn f �T;00, �&S a fC�.Li �a =u,y(yz.$).(1Z1�)+9��7,8-��,a)(z�(�5) t io(ys�9 mss = L%z[S�tio) -- yss = 710,1 lbc G&S Structural Engineers Sheet TABLE STRUCTURAL DESIGN c m d a: 0 CL x `• + 0 ul w LL ,LL 0 1 7 f �q 1 LL 0 0 y c- 1� cr c Lil ff c 41 c u 0 r L d 322 T �F •� �'00 00 �4 1 + ti rte} F # } Y o lkk Y i 1 4 1 I M 1 f M 00 Q11, Ott CA 00 ch �+ + N . �, cc Y } a CK Z 0 '� �°'� C�`I '�Rn ■rte; _ ,�-, �-+ TH r,-- " r-- 1 Y 1 Y Y Y Yfn uj i00 - 00 00 yf,CLA ON �••K rZ '. � } ■ i 9. �*, � IY. ' '7 1 1.0 j ,j } 1 F� F [yrrrr Cl OPOmay kyr j°�y 4 1 l y A 4 I 1 E F 4 M f 1 1 i t !� _ (n rel • r r r f en - i 1 _ a r� asIV f f`�•i r ■ �F �b 'fir+ CN fn 0 Op CD Y 1 1 1 1 - +.eP f"D ( ' • 'i1 r • ■ E�-}e % - +--� ash [a{J y rarer j )a ■yip ) i 1 1 1 ■ * i 1 ` h�V1 3Y tih.r cc • oc 00 1 oo } i ra.a�gF yy +Y i ' s • + •� a v`rfjF t--� } 4r� �y�- F _ C) ,�. r✓ �F r✓ �• Ln 'S ! +� rR r� �R iii �. rN �r � r� 1 k 1 Y I 1 I M 1 I h 1 1 Y 1 1 1 Y 4 � � r e y}+� '+ J�1i 0� p. • C-4 CN CN ii 0 4 ; 0 cc L �� y �--.. �Lr q '•_J bk ` . kp:r+ �'1� "+:' '+4�' '4 4•- ~ �r T� t14D �--� S"4` �l '4�I 00 c p CIA ch 00 -. COO �f o �� r +Ld 6 AP 1 Y Y Yu '�f f e `Y 1 LL 0 Cl !� 0 -j FFy �,■.�FF�� ,�}}y� . V va;l 0 0 0 � � 0 - fn 1 d ..-r LZ i � V %f V 4.A V �y > ILA cl ! 0 Q a-0 tea. J + Lu 00 �1 a�. r4 Y Y o rjt designed By -�eyz-- Z�-? */- /-- ): 7 Ile, G&S Structur l Eng'ineers P roject No. O 3/k/� pate S It :L- I LOOLO Side- e"(cs s D / I - - Z� L017- PL� YZ`- ,0 7 b b0z c y2� = 172'1 Ibs V -r = 2 9 3 �I t /72 y 3SCD1� - Z 2 Logo lbs 710(o /bs Q? I Id- ,-r IbS Peterson 4-Plex Date and Time: 4/18/2003 3:30:05' PM MCE Parameters - Zip Code - 83440 Data are based on Period (sec) 0.2 1.0 MCE P 0.2 1.0 SA (%g) 060.6 079.3 arameters 080.0 039.2 MCE Parameters - Zip Code - 83440 Data are b Period (sec) 0.2 1.o Conterminous 48 States Central Latitude - 43.763462 Central Longitude = -111:609017 the 0. 10 deg grid set Map Value, Soil Factor of 1.0 1.100 Map Value. Soil Factor of 1.0 x Specified SoH Factors Soil Factor of 1.32 Sail Factor of 2.D3 Conterminous 48 States Central Latitude. = 43.763462 Central Longitude = -111:609017 the 0.10 deg grid set MCE SPECTRUM x Fa = 1.32 Fv = 2.03 Period (sec) 0.0-00 0.098 0.200 0.490 0.500 0.800 0.900 1.000 1.100 1.200 1.300 1.400 1.500 1.600 1.700 1.800 1.900 2.000 SA (%g) 032.0 065.4 056.1 Q49.1 043.6 039.2 035.7 032.7 030.2 028.0 026.2 024.5 023.1 021.8 020.7 019.6 Map Value, Soil Factor of 1.0 Map Value, Soil Factor of 1.0 SOIL FACTORS OAFaSs To T= 0. 2, T s FaSs T=1.0, FvS1 Maximum Considered Earthquake Ground Motion Fa = 1.32 F1 = 2.Q3 Zip Cade = 8344Q Central Lat. = 43,763462 deg Centra[ Lang. -111 .609017 deg 0.75 U 0.5 0.25 0.5 1 Period, sec 1.5 2 Period, sec ) 9 F 0,320 0.20 0,801 0.49 0.801 0.50 X0 0.654 0.80 .1 0,90 0.436 1.00 -1.10 0.392 3 0.357 1.0 0.327 1.30 j 0.302 0.280 1 t5o 0.262 1.0 8.4 -1.70. 0.231 0.218 1.90 0.2.0 2.00 0.1.6 Designer: Mark Andrus, Date; 411 812003 Project: Peterson -Ple SEISMIC DESIGN: . SStructural Engineers 1600 John Adams Parkway Idaho Falls, -Idaho 83401 Type of Occupancy: (Table 1604.5 and 1607.1) Commercial Building Category or Seismic Use Group: 1604.5 and 1616-2) Building Category Seismic Importance Factor: (Table 1604.5) Ila = 1100 Soil Site Class: (1615,1-1) Site Gass C Response Modification Coeff. R (Table 1617.6) Building Location: (Latitude & Longitude, or Zip Code) Approximate Fundamental Perioda T�: Ian = Height (feet) above base to highest level of building. h n _ Building Peft d Coefficient (See 1 17 * r .) Ct = 0.02 Calculate Approxi rate Fundamental Period, T . T*h, 4 Ta = 0.210 Maximum Considered Earthquake Response Accelerations: h rf p'er'iods, D rom) S 5 = Or606 1 Second Period, S l : (CD rom) S1_ 0.193 Earthquake Response Accelerations Adjusted for Site Class Effects.- Site ffects#Site Coefficients. . Fa (Table 1 15.1.2(1) or CD rorr) F 1.320 FY: (Table 1615.1.2(2) or CD rom) FV 2.030 m Fa (E_ , 16-16 or CD rope) Sto 0.800 Design Spectral Response lerat n Parameters: SDS 213S, E. 16-18) DS 0.533 SDI - /M1 (Eq_ 16-19) 0,61 Nature Seismic Table 1616.3.(l) Table 1616.3.7(2) Lar'gest SDC from SDS toof Use Tables 1616.3,(1)&(2) Use for Occupancy ria p SDS SDC* SD1 SDC* Design Commercial I 0.533 D 0.261 D D** ** * 1 0.193 SDC i the „Seismic Design at t, = Seismic Use Groups I and II structu.res located on sites wl-th mapped maximum considered earthquake spectral response acceleration t I -second peri drn S1, equal to or greater thatn 0.75g, shall be asci ne to Seismic Design Category E, and Seismic Use Group III structures located on such sites shall be assigned to Seismic Design Category F. ,3-. to Designer: Mark Andrus Date: 4J1812043 Project: Peterson 4-Plex General Procedure Response Spectrum: To-.2Sd1J5ds= Ts=Sdl/Sds= For periods :� To. Ts ? For periods ? To-. Sa= -6(Sds/To)*T+.4Sds 0 a S=Sd G & S Structural engineers 1600 Jahr Adams Parkway Id'aho Falls, Idaho 83441 (1615.1.4) For periods > Ts: Sa = Sd11T T T j . i m PERIOD T I 0 0.213 .1 0,533 0.5 0.500 J Uj 0.435 o 0.326 1.0 0.261 1.2 0.400 1.4 0.187 1.6 0,163 1.8 0.45 U) 0.300 0 LU 0.200 i� 0.100 1 CL S=Sd G & S Structural engineers 1600 Jahr Adams Parkway Id'aho Falls, Idaho 83441 (1615.1.4) For periods > Ts: Sa = Sd11T T T j . i m PERIOD T Seismic Response Coefficient, Cs: (1617.4.1.1) Since Seismic Design Category is D** and 51 i5 IESS than 0.6 MUS CS CT1lC3 = 0.044SdS(Ie) Gs shall not be less than: C = 0.044Sds(le) = 0.023 } (Eq. 16-37) Gs calculated Cs = Sds/(R/le) _ 0.089 } (Eq. 16-35) Cs need not exceed: Cs = Sd1l((Rfle)*T) = 0,207 } (Eq. 16-36)`� Cs used for design of Seismic base shear = 0.489 �.�-- Ao Seismic Base Shear: V = * (Eq- 16-34)V� / 1'j See Section 1617 for the EM to use in the load combinations of Sect -Ion 1605.4. ,es _ � �k ��E = the effect f horizontal seismic f r (V) = Cs*WLP Ll*.,) Seismic load I . 0.213 .1 0,533 0.5 0+533 0.6 0.435 0.8 0.326 1.0 0.261 1.2 0.218 1.4 0.187 1.6 0,163 1.8 0.45 2.0 0.131 Seismic Response Coefficient, Cs: (1617.4.1.1) Since Seismic Design Category is D** and 51 i5 IESS than 0.6 MUS CS CT1lC3 = 0.044SdS(Ie) Gs shall not be less than: C = 0.044Sds(le) = 0.023 } (Eq. 16-37) Gs calculated Cs = Sds/(R/le) _ 0.089 } (Eq. 16-35) Cs need not exceed: Cs = Sd1l((Rfle)*T) = 0,207 } (Eq. 16-36)`� Cs used for design of Seismic base shear = 0.489 �.�-- Ao Seismic Base Shear: V = * (Eq- 16-34)V� / 1'j See Section 1617 for the EM to use in the load combinations of Sect -Ion 1605.4. ,es _ � �k ��E = the effect f horizontal seismic f r (V) = Cs*WLP Ll*.,) Seismic load effect E. Where the effects of gravity and the seismic ground motion are additive, selsmlc load, E, for use in Formulas 1 6-6p 10, and 17 shall be defined ; E _ p*QE + . *SDS* (Eq. 16-28) 'where the effects of gravity and seismic ground motion counteract., the seismic load} E, for use in Formulas 16-6, 1 , and 18 shall be defined by: E - P*E - .*SDS*D E. 16-29) V V �- TABLE 1616.3(1) SEISMIC DESIGN CATEGORY BASED ON SHORT PERIOD RESPONSE ACCELERATIONS VALUE OFSDS SEISMIC USE GROUP I II III SDS < 0.1678 A A A 0. 1 678 < SDS< 0.338 B I B C 0.338 < SDS <0.50g C C D 0-509< SDS D Da Da' TABLE 1616.3(2) SEISMIC DESIGN CATEGORY BASED ON 1 SECOND PERIOD RESPONSE ACCELERATION VALUE OF Soy SEISMIC USE GROUP I II III Sp, < 0.1678 A A A 0.1679<- So, < 0.338 B B C 0.338 <_ Spy < 0.50g C C � 0.508 <_ Soy D D Da a. Seismic Use Groups I and 11 structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1 -second period, S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismic Use Group III structures located on such sites shall be assigned to Seismic Design Category E. P r � t ez7�� Ar Project Project No. _Date Designed By a -,w Yi (I - t- 4,, -r lm, '0 71�%P) /Z4� le� /, -e -/ /-Zxz// a� �i �U�ii:r' /G C C� �YG � /Z ��YG /1'�*irY••ae/.<,�r lee 3,�Jv /, , � /,�- 00, If I G&S Structural Engineers Sheet. Project _� � �-�� Project No. 53%�/ Date7�3 Des'gned By �2C55 7/v�� G&S Structural Engineers Sheet �' ID Project Designed By F -r:5-00 owl Pro�ect No. 01/0 Date .03 MAP- Oor 117 4 76:F) A 4 # ��L � /%�7'�.�r�yrPaLiGJC � 12 � �nGl�..� �v/�S — %Z'�0 Anclwr b�1�ls � <j=p" 't�� /Y/iyyL? G.i!'lilerr� �CI%//'G/ ;Ti L/��;fC� Gc- ��t/!_�Y-L� s`��.il,Q1= Z%32 '.711 /ZC Z!b -,,. lI-il(v�/t-) -a- 1 7 41jy I'�s yer-�-ruL -#- �7�/yr'� = �%�' � � �-rrvicl�a �rJ�� .��ir ��'�ser��l �3b - el G&S Structural Engineers Sheet 3, // Project designed By I Project No:��'�� Date -0/7/''`9r!� .��Ge fie fa��c,�i7f �/acfl 1i�/rit*T aS fisultr z3e.e-,�� 10, 3��xlr� `5 G&S Structural Engineers Sheet JI --t 0 P G I — ___—moi. a'—__ _— _.—_— -__ - •• __— •,• _ _--• _ . __ -- T ti,..._ Ir f I Ll� -- a =•i..r may. __ . .- �r-a'e—ice—�� _....______ _'m _ _.i —� _ _ �_. � _._�—�_ ..._ . ._ � __ _.a_•_ _ _ _• _�Fe. ._ __. __•• _•_es . i _ __ _ ... n I I 1 � � I . __ -- T ti,..._ Ir f I Ll� -- a =•i..r may. __ . .- �r-a'e—ice—�� _....______ _'m _ _.i —� _ _ �_. � _._�—�_ ..._ . ._ � __ _.a_•_ _ _ _• _�Fe. ._ __. __•• _•_es . i _ __ _ ... n I I 1 � � Designer: Mark Andrus Date: Project,-, 411812003 Peterson 4-Plex Ground Snow Load (Pg) Exposure Factor (Ce) Thermo! Factor (Ct) Importance Factor (I) Flat-Roof'Snow Load (P� Roof'Type Warm/Cold Rood Slope Factor (Cs} Sloped -Roof snow Load (Ps) Ice Dams & icicles along Eaves Snow Drifting On Lawes- Roofs Height of step in Roof/Projection (hr) Density of Snow (^v) Height of balanced Snow Load (hb) Scow Drifting required? Leeway Length of Drifting Roof upwind of the Drift (1u) Height of Snow Drift (fid) ]CIlndward Doffiag Length of Lower Roof (lu') Height of Snow Drift (hd) Drift Surcharge Load (Pd) Length of Snow drift (VV) G & S Structural Engineers 1600 John Adams Parkway Idaho Falls, Idaho 83401 50 PSF 1 Table 7-2 ASCE 7-98 1 Table 7-3 ASCE 7-98 1 Table 74 ASCE 7-98 35 PSF Roof Slopes less than 15 Degrees 1 70 5 20.5 1 �71 Yes 39 2.56 39 1.54 52 10.2 Surface PSF PSF Feet PCF Feet Feet Feet Feet PSF Feet Section 7.4 ASCE 7-98 Figure 7-2 ASCE 7-98 Section 7.4.5 ASCE 7-98 25 Foot Minimum 25 Foot Minimum Snow drifting from Roof Projections ! Parapets Upwind Length of Roof (I'u) 25 Feet 25 Foot Minimum Height of Projection (hr) 5 Feet Length of Snow Drift (VV) 6.0 Feet Section i .8 ASCE 7-98 Dr�ft Surcharge Load (Pd) 31 PSF Roof Projection less than 15 Feet long Drift Load not Required COMPANY ,PROJECT I marK U. Andrus, PE WoodWo G & rks S structural Engineers 0111s VVY., U!t vu SOFTWARE F R WOOD j Idaho Falls, ID 83401 A Apr. 1, 2003 160-33:13 a Beam 1 - i Design Check Calculation Sheet Sizer LOADS: (Ibs, psf, or pff Load 1 Type Distribution i Magnitude Start End L+ adl -Dead "Lajno s - Full UDL Full. UDL 143.0 827.0 Location ( ft.] 1pattern Start End Load? No { Yes -j MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)0 1 ` I Dead i 4 Live 2702 'dotal 3159 i Length Lateral {p : top= at sup , bottom_ at supports; Repetitive factor: applied where permitted (refer to online help); Load I.combinations: ICC -IBC; - SECTION vs. DESIGN CODE NDS-1997: (stress=psj, a d in) CM Ct CIS - - rIt rI 1l F- 11 i - lue --- . -� 1 1 _- _- - - Ery 1�1 ^� '�` 11aly ��u�y= �� 1l i i 0.993 1.10 1.000 1.00 O4 Fvl i 109 1.15 1.00 B ri m ' (+) f I' fb 962 Fb1301 fb Fb " 0 . � 4 ending (�-) 1.00 f . 161 F - I 1309 f Fb - 0.12 wDe 1 lt, ion. 1.00 1.00 T = 1.6 Interior Deed 0.01 = <L/999 1 Beth nq Live 0.07 3_ <L/999 0.33= L/240 5145 lbs .22 Total 0.09 LC# L/871 0.44 L/ISO � 0.21 Cantil. Dead 0.01 .01 LC# <Lf � V= 3363, = 2615 lbs ' Li 0.05 R L/355 I 0.13 � L/120 0.34 4 Total 0.016- = L/288 f + 1 L i (Dead Load Deflection) + Live ADDITIONAL D Deflection. (D=dead L=live S=snow Wt=wind ,FACTORS: F CD CM Ct CIS CF CV Cfu C r L # Fb'+= 900 1.15 1.00 1.00 0.993 1.10 1.000 1.00 1.15 31 F " -_0 1.15 1.00 1 .. 00 1A00 1.10 1.000 1 . 100 1.15 2 5 1.15 1.00 1.00 2 cp 625 1.00 1.00 T = 1.6 million 1.00 1.00 1 Beth nq (+) : LC # 3_ +S (pa ttet�n t s) m_ 5145 lbs -ft Beading ( - ) : LC# 2 D+r M 863 lbs -ft Shear LC# 2= D+S, V= 3363, = 2615 lbs Deflection: LC# 3 D+ (pattern: ) Elz 1 S . 2 e0 lb-int/ply Total Deflection 1.50 (Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow Wt=wind I=impact C=cans t rust l on CLd=concent rated) (All L x s are listed in the Analysis output) Load Pattern: s= -;S/2, lL+ or L+C, �=no pattern load in this span) DESIGN NOTES. I. Please verify that the default -deflection lim-Its areappropriate for your application. * Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grad-ing provisionsgrad-in span beams and to the full length of cantilevers and other spans. . sawn lumber bending members shall be laterally supported according, t the provisions of NDS . bUILT-UP BF * it is assum�ecl that each ply is a single continuous member (that is, no butt. joints are resent) fastened together securely at me reals not exceeding times the depth and that each ply is equally top -loaded. Where beams are side -loaded} special fastening details nnay be required. `/3 Project Designed By—77/ � -- �� Project No.—Lo Date ��8'U3 ��e I /ie - 7. �- ��a,� % n�s P.�lk� by J44/.GC/K�+ �G��7� �I �G..�iN' y f� / J U�'i ✓Y! %�CSiy n � /7i7v� OUTS, / t/U!� i ��/ �I / /�(/— /✓` Zl /E% ICIv �7G f /Gtii^' J D!d Gi 7�L cS, "1-Yt-lG`�U (r-1-!/ d eAn�U °� ��f�! 4- �G � : �J?v Ji!�`C',7 4 4V ap .... . .... . G&S Structural Engineers Sheet L151- 0 S mmi;r W_ . �(" t)4 �44 A Wk,,m�r7ME��;� '� "� 718" TJ19/ProTMj-150 0 16" afc TJ-Beam(7�+1) 6,05 Serial �luml5{][]2a39 user: z 4i1er003 a:5i:oz PM THIS PRODUCT MEETS QR EXCEEDS THE SET DESIGN CONTROLS FOR THE Page I Engine Version-, 1.s.,2 APPLICATION AND LOADS LASTED Overall Dimension: 41' 4'• [31 all 1E 1 1 91 Product Diagram is Conceptual. LOADS: Analysis Is for a Joist Member. Primary Lead Group _ Residential - Living Areas (psf)' 40.0 Live at 100 % duration, 15_0 Dead SUPPORTS: 1 Plate on masonry wal? Stud Fall Strad wall 4 Plate or) masonry wall Input Read ng Vertical Reactions (lbs) Fly Depth Nailing Detail Other Width Length dive/Dea Upli Total Top Mount Hanger ITT211.88 Depth. 0 -1 ail -Ing for Support 1 Fac_ 2-N10, Top 4-N10, 3.501' Hanger 298 179 / a7 / 378 1 11-88" 1,50" H3: Top Mount Hanger None - 3.50x' 928 / 334 / 0 11262 NIA N/A NIA 133 Nome -50" 3.50" 928 1334 / 0 11262 NIA N/A NIA 53 Nome 3,50" H ang!r< 298 / 791 -7 f 37 B 1 11.884, 1.50+' H3.- Top Mounil. Hanger None -See TJ P E I L IER'S J BUILDERS U IDE for detail(s): HI Top Mount Hanger,B HANGERS: SImpson Strong -Tie Connectors Control Support Madel Slope Skew 1 Top Mount Hangef ITT 11.x8 0112 0 Top Mount Hanger ITT211.88 0)1 0 -1 ail -Ing for Support 1 Fac_ 2-N10, Top 4-N10, Member: 2 -NI -Nall-Ing for Support 4_ Face, 2-N10. Top 4-IBJ10 r Member: 2-N10 DESIGN CONTROLS: Smear (lbs) Vertical Reaction (lbs) Moment (Ft -Lbs) Live Load Deft (in) Total Load Defy (in) T,J P ro Revere Top Flange Flanges Offset NSA No NIA No Max murn Design Control Control 681 15 2 Passed (41-%) 1262 1262 1895 Passed (67%) -1836 -1836 3765 passed (49%) 0.173 0.594 Passed (LJ99+) 0_215 0.592 Passed (U989) 39 Any Passed Top Flange Slope 0 0 Support Wood Species Douglas Fir Douglas Fir Location Rt. end Span 2 under Floor ADJACENT span 1oadi g Bearing 3 under Floor ADJACENT spam loading Bearing 3 under Floor ADJACENT span loading MID Spam 2 under Floor ALTERNATE span loading. M I D Span 2 under F Icor ALTERNATE span leading Spam -[Deflection Criteria. MINI U2413). -Allowable moment was increased fcr repetitive member usage- -Deflection sa e- fle tion anal srs is based an m - iposite action wire single layer of /", 14" Panels (" Span Rating) GLUED & NAJLED wood decking, -racir9(Lu): All m ression edges (top and b �tom) must be braced at 8" c1c unless delailed otherwise_ Pry er attachment and positioning of lator'aI bracing is required to achieve member stability. -The load COnditions considered in this design analysis -include alternate and adjacent member pattern loading - TJ -Pro RATING SYSTEM -The TJ -Pro Rating Systern value provides additional door performance inforMation and is based on a GLUED & NAILED 23132PR 314" Panels 4 pan Rating) decking, The controlling span s is supported b. ply � walls. Additional considerations for this rating include, Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value, 1.55 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is Output from software developed by Trus ,Joist. (TJ'. TJ warrants the sizing of its products by this software will be ac-complished in accordance with TJrodu t desi n p � criteria and code accepted design values. The spec&c product application, input design loads, and stated dimensions have been provided by the software user- This output has not been reviewed by a TJ Associate- -Not sociate- - lot all preductq are readily avai',able_ Check with your supplier of TJ techniczI representati�,re for ,product availability. -TFT ANALYSIS FOR TRUS JOIST PRODUCTS JULY! PRODUCT SUBSTITUTION V01D8 Ti-fls ANALYSIls- -Allowable Stress Design methodology was used for Building Code U13C analyzing the TJ Distribution product listed above_ PROJECT INFORMATION: OPERATOR INFORMATION: Mark Andrus Structural Engineers 16W John Adams Pkwy-, Sprite Idaho Falls, ID 83401 Phone ; (208) 523-6918 Fax : ( 2 ) 523-692:2 gs@dataway.net OPYright 'P:- 2002 by Trus Joist{ a Weyerhaeuser Business TIS and T. —Bea_ are registered trademarks of Trus Joist. e -Y Joist', F€oz" and TJ -Fro" are trademarks of "gyrus joist. 2.mpsonStrong-Tie; Connectors is a -[�egLS Ze red trademark of S iTupson 3 t rung -Tie COmpanry, Inc, b � / F_Md�6xr 0 r rw .L';� W-yz '� TJ-Baam(TM) 6,05 Serial Number- 7'002002639 11 718" TJ 101P ro (T M) -150 ac 1611 olc User, 2 4118t2003 4-52,54 PM THIS PRODUCT MEETS QR EXCEEDS THE SET DESIGN CONTROLS FOR THE P age Eng -i r�eVers ion- ,.s.,z APPLICATION AND LOADS LIS -TED LOADS: Analysis is for a ,foist Member. Prim ary Load Group Residential - Living Areas (psf); 40.0 Live at I DO ° duration, 15. 0 Dead SUPPORTS: Input Bearing `vertical Reactions (lbs) Detail Other Width Length LivelDea€ iV p iftatTotal 1 Stud wall .501, 3.501" 507 119010 1 697 Al: Blocking 1 Ply TJMPre(T l)-1 50 Stud wall 3,50" . " 507 / 19010 / 697 Al., 1310fking 1 Ply TAWra(TM)-1 50 ee TJ SPE C IFIL R'S 16 U ILD ERVIDE for detail(s),Al' Bla in IDESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 681 75 erti l Rea lien (lbs) 681 681 orient (FI -Lbs) 31966 3166 Lire Lead DO (ire) 0.450 1420 Passed (48 1420 Passed (4811A) 3765 Fussed (841) 0,619 Pa.s sed (U496) Rt. end Span 1 under Floor loading Bearing 2 under Flour loading > VID Span 1 under Floor loading MID Span 1 under Floor loading Product Diagram is Conceptual. Total Lead Defl (an) 9 0,929 passed (Lf360) 1111 Span 1 under Fleur loading TJPro Any Passed Span I -Defter#ion Criteria: M 1N I1V UM�-r7 Ae 7 (LL_ LJ 0, `1-L:1 0)_ -Allowable moment was increased for rep titivie fnernber usage. -Deflection analysis is based on com po Fte action with sing le layer- of 23132", /4' Panels (24" Span rating) G L LJ E D & NA"It_E D wood decking. -D1 a�1HgkL1r)_ All compres-sion urges ktep and 00ttoM) must be braced at '6" o/c unless detailed otherwise, 'Proper attachment and positioning of lateral bracing -is required to achi-eve mernber stability, TJ -Pro RATING SYSTEM -The TJ -Fro Rating) Systern value provides additional floor performance information and is based on a GLUED & NAILED 23t32pb A W' Panels (24" Span Rating) docking. The aontrolling span is supported by walls_ Additional n,5ideratacn for this rating include: eek'ng - None, A structural analysis of the dock has not been performed by the program. Comparison Value: 1.55 ADDITIONAL NOTES -II'APORT NT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by th's software will be accomplished in accordance with TJ product design ccriteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been providers by the software user. This otutput h2 s not been revtewe+d by a TJ Associate. -Not all products are readily arrailable. Check with your supplier or TJ technical representative for product availability: -THIS ANALYSIS 1 FOR TRUS JOIST FR DU T ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed alive. PROJECT INFORMATION: Copyright 2002 by Trus Jos s r_, a Weyerhaeuser Business TJI� and TJ- eam,-,,' are registered tr.ademarks of Trus Joist. E! -I JC)isC"', Fro` and TJ -Pro"" are tradernarks of Trus joist OPERATORINFORMATION: Mark Andrus Structural Engineers 1600 John Adams Pkwy,, Suite 200 Idaho Falls, ID 83401 Phone : (208) 523-6918 Fax (208) 523-6922 s@d.ataay. net SZ Pct 9L Lq I s�� .:5 -1y Pct ' c F r. , 1 I , i , t cn F 1 r I I 0 1 J { t:n 1 1 r � M 1 1 I I I it 2 -- -e __-- Al C4 0 Al F. i I I I F ' � J ' cn I+ I 6 b tm I _I 1 j I i 4-T 1 qI � s w 1 Ii � P n Fill .:5 -1y Project Designed By // - /: 1�le:, �3/ice �' Project No. -Z: Date i�� /ar,� � s � = ii �as� = l� l� s /� Y2,) J oK JX r/7)4 7 17) /��u�G� � Tr�.ns, — o�L INN - Z:14 -7.33 y C z� /� 9 �/� 2 Sz y �/� Y/ %i�ry — pfG ��.�a�' = sc � (3> � 52�(q�(`1,r�,) = 3(v 5y .tss tLc-w G&S Structural Engineers Sheet Olt 0 � I Cq I FBI 12 in Allowable Soil Bearing Concrete Weight Concrete f c Steel fy Loads r H XG C :2000 psf 4 145 pcf :2.5 ksi '. 60 ksi -P (k) Vx k)_ DL _.585 -� LL i 1.265 1 + P +VX Peterson 4-Plex Service Anil Bearing Maximum Bearing Max/Allowable Radio Lai IC i V C 1823.3 .912 5 psf DL+LL 1823.35 psf 0 psf FIexure Design Maximum MuXX IX Maximum Mu IX 0 IC 0 IN 5.25666-e-7 k -ft ACI 9.1 .175 k -ft ACI 9.1 X Dir. Steel: .173 in (min) Z Dir. Steel:- .231 A nz (rnin) Z direction steel requires the following placement: Region 1 (starts at A): 2.004 in Steel'. .01 6 ins Region 2 (middle): '(2 in Steel:- .198 int Region 3 fiends at D}: 2.U44 in Steel:- .01 6 Eng Maximum Shear Check Ratios (Vu /f6 Vc) Two Way (Punching) Shear NA One Way Shear, X dir. cut 0 ACI 9.1 One Way Shear, Z dir. cut 0 ACI 9.1 Overturning Moment Safety Factors (OTM SF) OTM SF About X -X Axis NA DL+LL OTM SF About Z -Z Axis NA DL+LL Concrete Bearing (For Vertical Loads Only!) Maximum Bu /0 5.407 k ACI 9.1 Allowable Bc 204 k Vz (K) Mx (k -ft) Mz (k -ft) _Overburden (psfl -- — 100 +M ILI A D +Over T_G SYi All 601 ri _y. .s . m Allowable Soil Bearing Concrete Weight Concrete f c Steel fy Loads r H XG C :2000 psf 4 145 pcf :2.5 ksi '. 60 ksi -P (k) Vx k)_ DL _.585 -� LL i 1.265 1 + P +VX Peterson 4-Plex Service Anil Bearing Maximum Bearing Max/Allowable Radio Lai IC i V C 1823.3 .912 5 psf DL+LL 1823.35 psf 0 psf FIexure Design Maximum MuXX IX Maximum Mu IX 0 IC 0 IN 5.25666-e-7 k -ft ACI 9.1 .175 k -ft ACI 9.1 X Dir. Steel: .173 in (min) Z Dir. Steel:- .231 A nz (rnin) Z direction steel requires the following placement: Region 1 (starts at A): 2.004 in Steel'. .01 6 ins Region 2 (middle): '(2 in Steel:- .198 int Region 3 fiends at D}: 2.U44 in Steel:- .01 6 Eng Maximum Shear Check Ratios (Vu /f6 Vc) Two Way (Punching) Shear NA One Way Shear, X dir. cut 0 ACI 9.1 One Way Shear, Z dir. cut 0 ACI 9.1 Overturning Moment Safety Factors (OTM SF) OTM SF About X -X Axis NA DL+LL OTM SF About Z -Z Axis NA DL+LL Concrete Bearing (For Vertical Loads Only!) Maximum Bu /0 5.407 k ACI 9.1 Allowable Bc 204 k Vz (K) Mx (k -ft) Mz (k -ft) _Overburden (psfl -- — 100 +M ILI A D +Over T_G SYi All 601 r H Cq Ln Ln 10 C9 A _P W ft Allowable Soil Bearing Concrete Weight Concrete f c Steel fy �ri .- 2000 psf 145 pcf :2.5 ksi :60 ks i Peterson 4mPlex Service Soil Beariong Maximum Bearing MaxlAllowable Ratio 0 � a] 1988.72 psf DL+LL .994 B 1988.72 psf 0 psf Uplift C Flexure Design Maximum MuXX IX Maximum Mu1X IT a ED _:I C 5.93185e-7 k -ft ACI 9.1 .483 k -ft ACI 9.1 $$X Dir. S eel. .173 in (min) Z Dir. Steel. .231 in2 (min) Z direction steel requires the fallowing placement-- Region 1 star#s at A}: 2.004 in Steel: .01 6 int Region 2 (middle): 2 in Steel:. 98 i 12 in Region 3 fiends at D}: 2.Q04 in Steel- .016 ins Maximum Shear Check Ratios (Vu /fi!f Vc) Two Way (Punching) Shear NA One Way Shear, X d1r. cut 0 ACI 9.1 One Way Shear, Z dir. cut .102 ACI 9.1 Overturning Moment Safety Factors (OTM SF) OTM SF About X. -X Axis NA DL+LL OTM SF About Z -Z Axis NA DL+LL Concrete Bearing (For Vertical Loads Only!) Maximum Bu /fi1 6.101 k ACI 9.1 Allowable Bc 89.25 k -Loads _P (k) Vx(k)___ _� _ Vz(k) _ Mx(k-ft) _ Mz (k -ft) Overburden (psfl DL 668 — — —0 — LL 1.856 i +P +-� Ux +VZ +MX +Mz +Over - &=9fl N - M5 -4 A D D C B A AD 6ea s r ri 24 in Peterson 4amPlex N D � � CTX 2 ft Allowable Soil Bearing Concrete Weight Concrete #' c Steel fy Loads DL LL P (k) .841 3.654 -;A -2 ,;.--.Pr +p z 0 Lo - : 2000 psf :14b t :2.5 s i F 60 ksi Vx (k) � Service -Soil Bearing Maximum Bearing Max/Allowable Radio C Flexure Design MaxEmurn MuXX l�S Maximum Mu ISS A IV 1558.75 psf DL+LL .779 � 1558,75 psf 0 psf Uplift 2.7-2922e-6 k -ft ACI 9.1 2.72922e-6 k -ft ACI 9.1 $$X Dir. Steel: 1.5551n k (min) Z Dir. Steel: 1.555 int (min) Maximum Shear Check Ratios (Vu hzS Vc) Two Way (Punching) Shear NA One Way Shear, X dir. cut 0 ACI 9.1 One Way Shear, Z dir.. cut 0 ACI 9.1 Overturning Moment Safety Factor's (OTM SF) OTM SF About,11111 - Axis NA DL+LL OTM SF About Z -Z Axis NA DL+LL Concrete Bearing (For Vertical Loads Only!) Maximum Bu /,5z� 14.036 k ACI 9.1 Allowable Bc 1224 k +Vz D C Mx_(k-ft) k -ft) Overburden {psi 0