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Specifications "- " OFFICE COP #' M EG 19004116.00 Templeton Pre-K & Conference Center 9500 SW Murdock Street RECEIVE..., Tigard, OR 97224 JAN 19 2021 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS ,c,UCT � fi 15,386 lirr ORE / idiO �9Y 3D, \Q j IijNT. o - P EXPIRATION DATE: 12-31-21 September 11, 2020 1 Robert A. Aman, PE, SE Project Manager Client DECA Architecture, Inc * IMEG Job:Templeton Pre-K&Conference Center By: RAA Job Number: 19004116 Subject: Checked By: Date: 9/11/2020 NARRATIVE DESCRIPTION THE SCOPE OF THIS PROJECT CONSISTS OF AN INTERIOR REMODEL OF AN EXISTING FORMER ELEMENTARY SCHOOL TO A PRE-K FACILITY. THIS ALSO INCLUDES SOME MINOR EXTERIOR WORK AT THE ENTRANCE AND A NEW EXTERIOR CANOPY STRUCTURE THAT IS SEPARATE FROM THE BUILDING. THE INTERIOR WORK INCLUDES NEW ROOF FRAMING (STEEL AND WOOD) AT REMOVED INTERIOR WALLS/SHEARWALLS AND SOME REINFORCING OF EXISTING SHEARWALLS, THE AREA OF THE BUILDING THAT IS BEING RENOVATED WAS AN ADDITION TO THE ORIGINAL STRUCTURE IN 2004. NISHKIAN DEAN (NOW IMEG) PERFORMED THE WORK AND HAS FAMILIARITY WITH THE DESIGN OF THE BUILDING. A SEISMIC UPGRADE WAS PERFORMED ON THE ORIGINAL PORTION OF THE BUILDING LOCATED JUST TO THE NORTH. A SMALL INTERIOR TREEHOUSE STRUCTURE WILL ALSO BE INTEGRATED INTO THE PRE-K FACILITY. THE TREEHOUSE STRUCTURE WILL BE DETAILED AND SUPPIED BY A SPECIALTY CONTRACTOR AND WILL REQUIRE FURTHER REVIEW AND COORDINATION WITH THE STRUCTURAL ENGINEER IN ADDITION, AN EXISTING ADJACENT STRUCTURE THAT IS PART OF THE FORMER ELEMENTARY SCHOOL WILL BE PARTIALLY DEMOLISHED. IT IS ESSENTIALLY 2 IDENTICAL BUILDINGS THAT HAVE THEIR ROOFS NOW CONNECTED AND ONE BUILDING IS BEING REMOVED. THE REMAINING ROOF STRUCTURE WILL BE SUPPORTED BY NEW STEEL COLUMNS AND GLULAM BEAMS. THE LATERAL LOADS TO THE REMAINING STRUCTURE ARE NOT INCREASED BY MORE THAN 10%. 2 •IMEG Job:Templeton Pre-K&Conference Center By: RAA Job Number: 19004116 Subject: Checked By: Date: 9/11/2020 DESIGN CRITERIA SUMMARY A. Code 1. 2019 Oregon Structural Specialty Code a. 2018 International Building Code b. SEI/ASCE 7-16 B. Loads and Allowables (ASCE 7, UNO): 1. Risk Category III OSSC Table 1604.5 2. Live Load a. Classrooms 40 psf Reducible b. Lobbies and Corridors 100psf c. Roof Snow 25 psf Plus Drifting 3. Geotechnical Criteria Geotechnical Report prepared by GRI Dated June 28, 2017. a. Allowable Soil Bearing Pressure: long term loads 2500 psf b. Allowable Soil Bearing Pressure: short term loads 3300 psf c. Passive Earth Pressure 250 pcf d. Coefficient of friction 0.35 4. Seismic a. Seismic Importance Factor, IE 1.0 Table 11.5-1 b. Soil Profile Type So Geotech Report c. Site Location i. Latitude 45.41275°' N ii. Longitude -122.7747°' W d. Response Acceleration i. Short-Period, ;Ss = 0.962 g ii. 1-Sec Period, ;Si = 0.42 g e. Spectral Design Acceleration i. Sos = 0.715 g ii. Sol = 0.443g f. Seismic Design Category, SDC i. Short-Period D Table 11.6-1 ii. 1-Sec Period D Table 11.6-2 g. Basic Seismic Force System Plywood Shearwalls System Ductility Factor,; R = 6.5 i. System Amplification Factor,; S2o= 3 ii. Deflection Amplification Factor,; Ca = 4 5. Wind per ASCE 7, Section 6 a. Basic Wind Speed (3-Second Gust) 130 mph OSSC Fig. 1609 b. Exposure Category B i. Floor Construction and secondary members 1 hr ii. Roof construction and associated secondary members 1 hr (maybe Ohr per notes b.c) 3 * IMEG Job: Templeton Pre-K&Conference Center By: RAA Job Number: 19004116 Subject: Checked By: Date: 9/11/2020 MATERIAL PROPERTIES A. STRUCTURAL STEEL 1. W-Shapes ASTM 992 or ASTM A572. Grade 50 2. Plates and other Rolled Shapes ASTM A36 3. Tubes / Pipe ASTM A500, Grade B 4. Fasteners a. High-Strength Bolts ASTM A325 b. Standard Anchor Bolts ASTM F1554, GRADE 36 c. Wood Connections Bolts ASTM A307 5. Welding a. Electrode E70XX 6. Misc. Hardware a. Shear Connectors ASTM A108 b. Threaded Rod ASTM A36 B. CONCRETE 1. 28-Day Compressive Strength a. Slab-on-grade 3,000-psi NWT b. Foundation 4,000-psi NWT 2. REINFORCING STEEL a. Typical ASTM A615, Grade 60 C. WOOD 1. Glue laminated beams 2400 psi COMB 24F-V4 2. Framing lumber 2x No.2 D.Fir/Larch, 3x &4x No.1 D.Fir/Larch 3. Roof sheathing 5/8", APA Rated, "C-D", Index 42/20 a. Wall sheathing 1/2", APA Rated, "C-D", Index 32/16 4. Russian (Baltic) Birch Veneer plywood at Tree Structure 3/17/2020 U.S.Seismic Design Maps 4 SEISMIC CRITERIA OSHPD 9500 SW Murdock St, Tigard, OR 97224, USA Latitude, Longitude: 45.4127553, -122.7747267 SW Pen brook St SW Pinebrook St sW Murdock st Mallard Lakes James Templeto �.' Elementary School Basil Adult Care Home Pet Pals of Portland th SW Reilip9S` Go gle Map data©2020 Date 3/17/2020,1:18:05 PM Design Code Reference Document ASCE7-10 Risk Category III Site Class D-Stiff Soil -- - _ _ Type Value Description - Ss 0.962 MCER ground motion.(for 0.2 second period) St 0.42 MCER ground motion.(for 1.0s period) SMS 1.073 Site-modified spectral acceleration value Snit 0.664 Site-modified spectral acceleration value SDS 0.715 Numeric seismic design value at 0.2 second SA S01 0.443 Numeric seismic design value at 1.0 second SA Type Value Descrtptlon SDC D Seismic design category Fa 1.115 Site amplification factor at 0.2 second Fv 1,58 Site amplification factor at 1.0 second PGA 0.421 MCEO peak ground acceleration FPGA 1.079 Site amplification factor at PGA PGAM 0.454 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.962 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.074 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.94 Factored deterministic acceleration value.(0.2 second) S1RT 0.42 Probabilistic risk-targeted ground motion.(1.0 second) Si UH 0.482 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1 D 0.644 Factored deterministic ar laleration value.(1.0 second)PGAd 0.709 Factored deterministic acceleration value.(Peak Ground Acceleration) CRs 0.896 Mapped value of the risk coefficient at short periods CR1 0.871 Mapped value of the risk coefficient at a period of 1 s httpsl/seismicmaps.org 1/2 5 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE y Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM.SCHOOL Printed: 3 DEC 2020, 2:11 PN I ASCE 7-16 Wind Forces, Chapter 27, Part I FIe=C:lUsersIROBERT-1.AMAIDOCUME-11ENERCA-11TEMPLETONCOREec6 p Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.24 Lie.#:KW-06009120 IMEG CORP PRE-K Basic Values Risk Category 3 per ASCE 7-16 Table 1.5-1 Horizontal Dim.in North-South Direction (B or L) = 100.0 ft V:Basic Wind Speed 130.0 Horizontal Dim.in East-West Direction (B or L) = 100.0 ft Kd:Directionality Factor 0.850 per ASCE 7-16 Table 26.6-1 h:Mean Roof height = 15.0 ft Exposure Category per ASCE 7-16 Section 26.7 Topographic Factor per ASCE 7-16 Sec 26.8&Figure 26.8-1 North: Exposure B East: Exposure B North: K1 = 0.0 K2 = 0.0 K3 = 0.0 Kzt = 1.000 South: Exposure B West: Exposure B South: K1 = 0.0 K2 = 0.0 K3 = 0.0 Kzt = 1.000 East: K1 = 0.0 K2 = 0.0 K3 = 0.0 Kzt = 1.000 Building Period&Flexibility Category West: K1 = 0.0 K2 = 0.0 K3 = 0.0 Kzt = 1.000 User has specified the building frequency is>=1 Hz,therefore considered RIGID for both North-South and East-West directions. Building Story Data hi Story Ht ER :X ER:X Level Description ft ft ft ft 13.00 13.00 0.000 0.000 Gust Factor For wind coming from direction indicated North = 0.850 South = 0.850 East = 0.850 West = 0.850 Enclosure Check if Building Qualifies as"Coen" North Wall South Wall East Wall West Wall Roof Total Agross 1.0 fr2 1.0 fr2 1.0 ft^2 1.0 fr2 fr2 4.0 ft^2 Aopenings 0.0 fr2 fr2 ft^2 fr2 ft^2 0.0 ft"2 Aopenings>=0.8`Agross? No No No No All four Agross values must be non-zero Building does NOT qualify as "Open" North Elevation: Determine Enclosure Classification per ASCE Section 26.12 Reference area=smaller of 4 sq.ft.or 1%of Agross = 0.010 ft"2 Is Ao>MO*Aoi? = No Aoi=Ao-total-Ao = 0.0 ft"2 Is Ao>Reference Area? = No Agi=Ag-total-Ag = 3.0 ft"2 Is Aoi I Agi>=0.20? = Yes Aoi/Agi = 0.0 Building is "Enclosed"when the North wall receives positive external pressure South Elevation: Determine Enclosure Classification per ASCE Section 26.12 Reference area=smaller of 4 sq.ft.or 1%of Agross = 0.010 fr2 Is Ao>1.10`Aoi? = No Aoi=Ao-total-Ao = 0.0 ft^2 Is Ao>Reference Area? = No Agi=Ag-total-Ag = 3.0 ft^2 Is Aoi I Agi>=0.20? = Yes Aoi l Agi = 0.0 Building is "Enclosed"when the South wall receives positive external pressure East Elevation: Determine Enclosure Classification per ASCE Section 26.12 Reference area=smaller of 4 sq.ft.or 1%of Agross = 0.010 ft"2 Is Ao>1.10'Aoi? = No Aoi=Ao-total-Ao = 0.0 ft42 Is Ao>Reference Area? = No Agi=Ag-total-Ag = 3.0 ft 2 Is Aoi/Agi>=0.20? = Yes Aoi/Agi = 0.0 Building is "Enclosed"when the East wall receives positive external pressure 6 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA , Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2020, 2:11PN ASCE 7-16 Wind Forces Chapter 27 Part I Fie=C:1UserstROBERT-1.AMA1000UME-11ENERCA-11TEMPLETON CORE.ec6 Software copyright ENERCALC,INC.1963-2020,Build:12.20.2.24 Lic.#:KW-06009120 !MEGSI CORP.: West Elevation: Determine Enclosure Classification Der ASCE Section 26.12 Reference area=smaller of 4 sq.ft.or 1%of Agross = 0.010 fr2 Is Ao>1.10'Aoi? = No Aoi=Ao-total-Ao = 0.0 ft"2 Is Ao>Reference Area? = No Agi=Ag-total-Ag = 3.0 ft"2 Is Aoi/Agi>=0.20? = Yes Aoi/Agi = 0.0 Building is "Enclosed"when the West wall receives positive external pressure Velocity Pressures When the following walls experience leeward or sidewall pressures,the value of Kh shall be(per Table 26.10-1): North Wall = 0.5747 psf South Wall = 0.5747 psf East Wall = 0.5747psf West Wall = 0.5747 psf When the following walls experience leeward or sidewall pressures,the value of qh shall be(per Table 26.10-1): North Wall = 21.135 psf South Wall = 21.135 psf East Wall = 21.135psf West Wall = 21.135 psf qz:Windward Wall Velocity Pressures at various heights per Eq.26.10-1 North Elevation South Elevation East Elevation West Elevation Height Above Base (ft) Kz qz Kz qz Kz qz Kz qz 0.00 0.575 21.13 0.575 21.13 0.575 21.13 0.575 21.13 4.00 0.575 21.13 0.575 21.13 0.575 21.13 0.575 21.13 8.00 0.575 21.13 0.575 21.13 0.575 21.13 0.575 21.13 12.00 0.575 21.13 0.575 21.13 0.575 21.13 0.575 21.13 Pressure Coefficients GCpi Values when elevation receives positive external pressure GCpi:Internal pressure coefficient,per sec.26.13 and Table 26.13-1 North South East West +/- 0.180 +l- 0.180 +1- 0.180 +1- 0.180 Specify Cp Values from Figure 27.3-1 for Windward, Leeward&Side Walls Cp Values when elevation receives positive external pressure North South East West Windward Wall 0.80 0.80 0.80 0.80 Leeward Wall Side Walls -0.70 -0.70 -0.70 -0.70 Wind Pressures Wind Pressures when NORTH Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -3.804 psf 3.804psf Side Wall Pressures -16.380 psf -8.771 psf Windward Wall Pressures... Positive Internal Negative Internal Height Above Base(ft) Pressure (psf) Pressure (psf) 0.00 10.57 18.18 4.00 10.57 18.18 8.00 10.57 18.18 12.00 10.57 18.18 Wind Pressures when SOUTH Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -3.804 psf 3.804 psf Side Wall Pressures -16.380 psi -8.771 psf Windward Wall Pressures... Positive Internal Negative Internal Height Above Base(ft) Pressure (psf) Pressure (psf) 0.00 10.57 18.18 4.00 10.57 18.16 7 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2020, 2:11 PN ASCE 7-16 Wind Forces, Chapter 27 Pali I File Ci\Users\ROBERT-1.AMA\DOCUME-1lENERCA-11TEMPLETON CORE.ec6 p r Software copyright ENERCALC.INC.1983-2020,Buid:1220.2.24 Lie.#:KW-06009120 MEG CORP 8.00 10.57 18.18 12.00 10.57 18.18 Wind Pressures when EAST Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -3.804 psf 3.804 psf Side Wall Pressures -16.380 psf -8.771 psf Windward Wall Pressures... Positive Internal Negative Internal Height Above Base(ft) Pressure (psf) Pressure (psf) 0.00 10.57 18.18 4.00 10.57 18.18 8.00 10.57 18.18 12.00 10.57 18.18 Wind Pressures when WEST Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -3.804 psf 3.804 psf Side Wall Pressures -16.380 psf -8.771 psf Windward Wall Pressures... Positive Internal Negative Internal Height Above Base(ft) Pressure (psf) Pressure (psf) 0.00 10.57 18.18 4.00 10.57 18.18 8.00 10.57 18.18 12.00 10.57 18.18 Story Forces for Design Wind Load Cases Values below are calculated based on a building with dimensions B x L x has defined on the"Basic Values"tab. Wind Shear Components (k) Eccentricity for (ft) Load Case Windward Wall Building level Ht.Range Trib.Height In"Y"Direction In"X"Directiol'W"Shear "X"Shear Mt, (ft-k) CASE 1 North Level 1 19.50'-> 13.00' 6.50 -10.51 --- --- --- --- CASE 1 South Level 1 19.50'-> 13.00' 6.50 10.51 --- --- --- --- CASE 1 East Level 1 19.50'-> 13.00' 6.50 --- -10.51 --- --- --- CASE 1 West Level 1 19.50'-> 13.00' 6.50 --- 10.51 --- --- --- CASE 2 North Level 1 19.50'-> 13.00' 6.50 -7.89 --- --- 15.00 +/- 118.3 CASE 2 South Level 1 19.50'-> 13.00' 6.50 7.89 --- --- 15.00 +l- 118.3 CASE 2 East Level 1 19.50'-> 13.00' 6.50 --- -7.89 14.99 --- +/- 118.2 CASE 2 West Level 1 19.50'-> 13.00' 6.50 --- 7.89 14.99 --- +/- 118.2 CASE 3 North&East Level 1 19.50'-> 13.00' 6.50 -7.89 -7.89 --- --- --- CASE 3 North&West Level 1 19.50'-> 13.00' 6.50 -7.89 7.89 --- --- --- CASE 3 South&West Level 1 19.50'-> 13.00' 6.50 7.89 7.89 --- --- --- CASE 3 South&East Level 1 19.50'-> 13.00' 6.50 7.89 -7.89 --- --- --- CASE 4 North&East Level 1 19.50'-> 13.00' 6.50 -5.92 -5.92 14.99 15.00 +l- 177.5 CASE 4 North&West Level 1 19.50'-> 13.00' 6.50 -5.92 5.92 14.99 15.00 +l- 177.5 CASE 4 South&West Level 1 19.50'-> 13.00' 6.50 5.92 5.92 14.99 15.00 +/- 177.5 CASE 4 South&East Level 1 19.50'-> 13.00' 6.50 5.92 -5.92 14.99 15.00 +l- 177.5 8 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM.SCHOOL Printed: 3 DEC 2020, 2: 1 PIJ ASCE 7-16 Wind Forces, Chapter 27, Part i File=C:lUsers1ROBERT-1.AMAW000ME-11ENERCA-11TEMPLETON COREec6 Software copyright ENERCALC,INC.19a3.2020,Build:12.20.2.24 Lie.#:KW-06009120 MEG CORP Min per ASCE 27.1.5 North Level 1 19.50'-> 13.00' 6.50 -10.40 --- --- Min per ASCE 27.1.5 South Level 1 19.50'-> 13.00' 6.50 10.40 --- --- --- Min per ASCE 27.1.5 East Level 1 19.50'-> 13.00' 6.50 --- -10.40 --- --- Min per ASCE 27.1.5 West Level 1 19.50'-> 13.00' 6.50 --- 10.40 --- --- Base Shear for Design Wind Load Cases Nona +Y Values below are calculated based on a building with dimensions B x L x has defined on the"General"tab. i Wind Base Shear Components (k) West +X Load Case Windward Wall Leeward Wall In"Y"Direction In"X"Direction Mt, (ft-k) I Case 1 North South -10.51 Case 1 South North 10.51 --- Case 1 East West --- -10.51 --- Case 1 West East --- 10.51 --- Case 2 North South -7.89 --- +l- 118.3 Case 2 South North 7.89 --- +/- 118.3 Case 2 East West --- -7.89 +/- 118.2 Case 2 West East --- 7.89 +/- 118.2 Case 3 North&East South&West -7.89 -7.89 --- Case 3 North&West South&East -7.89 7.89 Case 3 South&West North&East 7.89 7.89 --- Case 3 South& East North&West 7.89 -7.89 --- Case 4 North&East South&West -5.92 -5.92 +/- 177.5 Case 4 North&West South& East -5.92 5.92 +l- 177.5 Case 4 South&West North&East 5.92 5.92 +l- 177.5 Case 4 South& East North&West 5.92 -5.92 +l- 177.5 Min per ASCE 27.1.5 North South -10.40 --- Min per ASCE 27.1.5 South North 10.40 --- --- Min per ASCE 27.1.5 East West --- -10.40 --- Min per ASCE 27.1.5 West East --- 10.40 --- O T O ( I O �o yi I 1 I III 1 1 jl II II 1-1-1 I� --.� Z — E�STINGSW / I ---- ---- Ili-- U 1 ,, L J L..- L-- I O �I I I 1 _/ ��v p 4 � 1 I II .. ✓ y I • -17 { EXISTING SW I EXISTING SW J /6,c'' / ,. co e / r4 I.._ Rlaevos- \ �A\ .55, / / Il tiyV ' © VOWNTAk Y J n },v � I �--.v-,� / ( I ',, V ,,A /. 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F tAg ) S M24/JA tA/", " 'rVJ t - 1 r- •ett,-- a'Z5G>5 O. 110 iM or =- C pb.'"i"2i) (t a.-ic) y c (t- •Fr P-t3-S = t /' PerF c.�/3)��.c'�) 4- v; p ""4- (4;77'7) (K.1-1-) 1 .61214 ( IA) ^— -z.loR® n -v4 a LA, W ws �t t-k LA V I `"lam` Pt S t1R l L- t/d ? C>• V”i) ( 14 0 F !�' y , � to") (,b .� ) '1t .1 V-11P5 _ 6t4 E t[z4 A*PA v [ l0CA e. Cam" (5) e-- Novc : FL.ktri0oP ArT V' -t'D 1041 S-e) M dr 17 'l tF-tc'4 (jt t) tc. - l'At c. Pc F ( vet) (t-2,`) C.'t .5' 1 'k t 'S-e SF (' ) (let) 0 -5 12 PROJEC I DA(L BY PROJECT NO. ItSMP n-( tgbO `'til &14 is- -w A w s W 414 T) / I S.S = I c) V- 3.2- G`7°i s-n / 4 P H z._ 1-0 evq M qa--w I,t. Svd- 5' 4(6g M t L-c0.0 = c ,t 9f, 640 psP)(ti t` } (la) Co.'1-) r t-1..14 tt. tC'S Pt-Fz t c2 kf /yPL,-tvlbop 0 1 C 04 Ci. (ou bG M /7.1r (.2"`) 09•5 ) = `4 t-k ( ;)` tea Mrs tp ( to.c) }- IC ( .5) (24') ( t.t,.) 2.t u•'Fr -4- 14"2.5 vv '(so �' K� tZ-t5 �? 13 PROJECT DATE BY PROJECT NO -1vmr re--e fLA-A- 1, S00-ct(G, OAP-vki ik LA. (-ivi P k la"? PAsNhAf t)4t-4D 600,S St0-1/4NA-11Q k(22 4016 t c,t)pvc) 0-7`2- (t40 ?-4F) 0 )(e>-4-) 1,t.tAL 0 / ( 6,z 51..e> pLV- e e-e5 tit? Pci-tOonr) c t1t tr)ce> t vt .1.4,0‘,4 L-t' /1- pc likkiLif-? .7: 1 0 t (Sic) t. 5 t A— -0 5LIA.AP964-4 t-tt7u 01 (11b" 6-k9e;$74-4 A.42, 3‘ft 6Portvl 14 SIMPSON Anchor Designer TM Company: Date: 12/3/2020 Software Engineer: Page: 1/5 tY0 rl'lB Project: Version 2.9.7376.0 Address: Phone: E-mail: 1.Proiect information HOLDOWN W/EPDXY Customer company: Project description: ANCHOR AT (E) 8" CONC Customer contact name: Location: Customer e-mail: Fastening description: STEM WALL CENTERED Comment: UNDER STEM WALL 2.Input Data&Anchor Parameters (ORIGINAL BLDG) General Base Material Design method:ACI 318-11 Concrete: Normal-weight Units:Imperial units Concrete thickness,h(inch): 12.00 State:Cracked Anchor Information: Compressive strength,f<(psi):3000 Anchor type: Bonded anchor Poi: 1.0 Material:F1554 Grade 36 Reinforcement condition: B tension,B shear Diameter(inch):0.625 Supplemental reinforcement: Not applicable Effective Embedment depth,het(inch): 10.000 Reinforcement provided at corners: No Code report: ICC-ES ESR-4057 Ignore concrete breakout in tension: No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition: Dry concrete hmle(inch): 11.38 Inspection:Continuous ce.(inch):28.75 Temperature range,Short/Long: 110/75°F Cede(inch): 1.75 Ignore 6do requirement: Not applicable Sm,e(inch):3.00 Build-up grout pad: No Recommended Anchor Anchor Name:SET-3G-SET-3G w/5/8"0 F1554 Gr.36 Code Report: ICC-ES ESR-4057 s T Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. - T oson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 15 "" Company: SIMPSON Anchor Designer Date: 1213/2020 Software Engineer: Page: 2/5 Strong--- Project: Version 2.9.7376.0 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination: not set Seismic design:Yes Anchors subjected to sustained tension:No Ductility section for tension:D.3.3.4.2 not applicable Ductility section for shear: D.3.3.5.3(c)is satisfied OD factor:not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nus[lb]:2700 Vuax[Ib]:0 Vuar[Ib]:0 <Figure 1> Z 2700 lb O lb �.i ecked for plausibility. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be ch Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 16 SIMPSON Anchor Designer TM Company: Date: 12/3/2020 Software Strong-Tie Project: Page: 3/5 Project: Version 2.9.7376.0 Address: Phone: E-mail: <Figure 2> O O O' O 12.00 12.00 lam Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. _ 1e Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 17 SIMPSON Anchor Designer TM Company: Date: 12/3/2020 Engineer. Page: 4/5 Strong-TieSoftware '' Project: Version 2.9.7376.0 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Vuax(lb) Vuay(Ib) J(Vuax)21-(Vuayr(Ib) 1 2700.0 0.0 0.0 0.0 Sum 2700.0 0.0 0.0 0.0 Maximum concrete compression strain(%e):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):2700 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'N,,(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4.Steel Strength of Anchor in Tension (Sec. D.5.1) Naa(lb) ONsa(lb) 13110 0.75 9833 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) No=kclagfchef1 5(Eq. D-6) kc 1a f c(psi) her(in) Nb(lb) 17.0 1.00 3000 8.000 21069 0.75¢Nch=0.750(ANc/ANco)Y'a,,NY'c,NY'cp,NNb(Sec. D.4.1 &Eq. D-3) ANc(in2) ANco(inZ ca,,am(in) `Ped,N yqN Y'cpN Nn(Ib) d 0.75¢Nce(Ib) 192.00 576.00 4.00 0.800 1.00 1.000 21069 0.65 2739 6.Adhesive Strength of Anchor in Tension(Sec. D.5.51 21,cr=Tk,crfshort-termKsat(fc/2,500)"as.seis Tk,cr(psi) fshort-term Kset awseis fc(psi) n xk.cr(psi) 1356 1.00 1.00 1.00 3000 0.24 1417 Nba=2 aicr7edaher(Eq. D-22) i s Tar(psi) da(in) her(in) Nea(Ib) 1.00 1417 0.63 10.000 27816 0.75¢Na=0.754i(ANa/ANao)Y'ed,Na-cp,NaNba(Sec. D.4.1 &Eq.D-18) Alva(inZ) ANao(in2) cNa(in) ca,mm(in) Y'ed,Ne y'p,Na Nao(Ib) 0 0.750Na(Ib) 140.19 307.10 8.76 4.00 0.837 1.000 27816 0.65 5181 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Ir.c. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com f f 1 1 i i i 'a " V 1fi'8' 1H-S 1®-A' )T.1' +5-swrCr\ 2T•013/18' TB'-11 tY1B' Ti'.]).4 1 1 1 / 1 a II r_ { 11 r tie 5Rb --- —1 / '�lgy1 f�fy4 1 r.u.-x.. t ('l I. 111t.id 17 r IEI)CONCRETE HEADER . �It et 2(_ ' / („ 'm y '.d11RSA1Mal, I �/w\\\ __-. .__. O s aro¢. �' ! ^,j. m AfiAL0.l IV `` } 'i IEj trt�€A'au S \� // e �4 gdf1 1 f yY +§'-k= 1 �(21 C6X82 �1 QIh83EF' f" �� t9 .H rr E gt 7� y P � FF[ � i ILI Glt YF+ �,/x ., ,� C t A• 0 9 �n/ !' /*Abs.. R ,,,... i U \ „•`� xx@xr{V-c;m Uy.' ,;'� 3�'Y , `m!9,e.rc \ \ \ / k. \ ....ATrarytETTR_ • € YAt # _� P / L b YW `J r N -0 S 4U't1 GV. T I`'' + {\M I r" I S , ae.x•tiQeA' €r«. ,,' 41Lp 4., \ \ I _ i aQs+ax] B-8 1 I A ns 2._, a - H ua TAPER GUTII NEW CANOPY TAPER CUT 4'. 11 Jn I hF / (1-1) © I b Il TA � PER CUT ' €c11sirA_. , 3 0 \ BEAM / HEADER KEYPLAN \ 19 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2020,1219PN Wood BeamFile=C:\UserstROBERT-1.AMA1OOCUME-11ENERCA-11TEMPLETONCORE.ec6 Software copyright ENERCALC.INC.1983-2020,Build:12.20.2.24 Lic.#:KW-06009120 IMEG CORP DESCRIPTION: B-1 GLULAM AT RAMP CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pill 1,650.0 psi Eminbend-xx 950.Oksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0I si Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling0 D(U.04,0.165 D(U.099 S(0. 4) 25)b b b 0 b b b 5.5x15 Span=22.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Uniform Load: D=0.0180, S=0.0280 ksf, Tributary Width=5.50 ft Varying Uniform Load: D=0.040->0.1650, S=0.060->0.250 kilt,Extent=0.0--»22.0 ft, Trib Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.675 1 Maximum Shear Stress Ratio = 0.322 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 1,801.69psi = 98.16 psi = 2,667.66psi = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 11.562ft Location of maximum on span = 20.796 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.588 in Ratio= 448>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.972 in Ratio= 271 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C IN C i Cr Cm C t CL M fb F'b V Iv F'v D Only 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.341 0.163 0.90 0.967 1.00 1.00 1.00 1.00 1.00 12.22 711.17 2087.74 2.13 38.76 238.50 +D+S 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.675 0.322 1.15 0.967 1.00 1.00 1.00 1.00 1.00 30.97 1,801.69 2667.66 5.40 98.16 304.75 +0+0.750S 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.573 0.273 1.15 0.967 1.00 1.00 1.00 1.00 1.00 26.28 1,529.06 2667.66 4.58 83.31 304.75 +0.60D 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=22.0 ft 1 0.115 0.055 1.60 0.967 1.00 1.00 1.00 1.00 1.00 7.33 426.70 3711.53 1.28 23.26 424.00 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Deft Location in Span +D+S 1 0.9721 11.161 0.0000 0.000 20 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM.SCHOOL Printed'. 3 DEC 2020,12:19PN Wood Beam File=C:\Users\ROBERT-1.AMA\DOCUME-1\ENERCA-1\TEMPLETONCOREec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.24 Lie.#:KW-06009120 IMEG CORP DESCRIPTION: B-1 GLULAM AT RAMP Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.038 6.193 Overall MINimum 3.051 3.747 D Only 1.987 2.446 +D+S 5.038 6.193 +D+0.750S 4.275 5.256 +0.60D 1.192 1.467 S Only 3.051 3.747 21 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr.RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2020,12.34PN Wood Beam File=C:1Users1ROBERT-1.AMA1D0CUME-11ENERCA-11TEMPLETON CORE.ec6 Software copyright ENERCALC,INC.1983-2020,Build:1220.2.24 Lie.#:KW-06009120 IMEG CORP DESCRIPTION: B-2 GLULAM AT CORRIDOR CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.04,0.165 S 0.06,0.25) 0 b b - 5.5x15 f41 11 Span= 16.0 ft 1. Applied Loads Service loads entered.Load Factors will be applied for calculations Uniform Load: D=0.0180, S=0.0280 ksf, Tributary Width=14.0 ft Varying Uniform Load: D=0.040->0.1650, S=0.060->0.250 klft,Extent=0.0--»16.0 ft, Trib Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.61a 1 Maximum Shear Stress Ratio = 0.379 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 = 1,679.85psi = 115.42 psi = 2,753.98 psi = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.234ft Location of maximum on span = 14.774 ft i Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward Transient Deflection 0.291 in Ratio= 658>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.480 in Ratio= 399>=240 Max Upward Total Deflection 0.000 in Ratio= 0<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 Cm Cr CL M Ib F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.306 0.190 0.90 0.998 1.00 1.00 1.00 1.00 1.00 11.35 660.58 2155.29 2.50 45.40 238.50 +D+S 0.998 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.610 0.379 1.15 0.998 1.00 1.00 1.00 1.00 1.00 28.87 1,679.85 2753.98 6.35 115.42 304.75 +D+0.750S 0.998 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.517 0.321 1.15 0.998 1.00 1.00 1.00 1.00 1.00 24.49 1,425.03 2753.98 5.39 97.92 304.75 +0.60D 0.998 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.103 0.064 1.60 0.998 1.00 1.00 1.00 1.00 1.00 6.81 396.35 3831.63 1.50 27.24 424.00 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Dell Location in Span +D+S 1 0.4802 8.058 0.0000 0.000 22 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr.RENOVATION OF EXISTING ELEM.SCHOOL Printed: 3 DEC 2020,12:34PN Wood Beam =C:AUsers\ROBERT-1.AMA1D0CUME-11ENERCA-11TEMPLETON CORE.ec6 Software copyright ENERCALC,INC.1963-2020,Build:12.20.2.24 Lic.#:KW-06009120 IMEG CORP DESCRIPTION: B-2 GLULAM AT CORRIDOR Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.792 7.632 Overall MINimum 4.123 4.629 D Only 2.669 3.003 +D+S 6.792 7.632 +D+0.750S 5.761 6.475 +0.60D 1.602 1.802 S Only 4.123 4.629 23 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2020,12:36PN File=C:\Users\ROBERT-1.AMAIDOCUME-11ENERCA-1\TEMPLETON CORE ec6 Wood Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.24 Lic.#:KW-06009120 IMEG CORP DESCRIPTION: B-3 GLULAM AT CORRIDOR ALSO COVERS B-7 AND B-8 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Dr0.04,0.165 S(0.06,0.251 b b v s-' UU-111 S( (0.182) b b o b 6 5.5x9 111111 Span=9.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Uniform Load: D=0.0180, S=0.0280 ksf, Tributary Width=6.50 ft Varying Uniform Load: D=0.040->0.1650, S=0.060->0.250 k/ft,Extent=0.0--»9.750 ft, Trib Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.38& 1 Maximum Shear Stress Ratio = 0.243 : 1 Section used for this span 5.5x9 Section used for this span 5.5x9 1,071.09psi = 74.07 psi 2,760.00 psi = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.089ft Location of maximum on span = 9.003 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.115 in Ratio= 1020>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.189 in Ratio= 618>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.196 0.123 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.61 422.48 2160.00 0.96 29.23 238.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.388 0.243 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.63 1,071.09 2760.00 2.44 74.07 304.75 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.329 0.206 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.62 908.94 2760.00 2.07 62.86 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.066 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.57 253.49 3840.00 0.58 17.54 424.00 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Dell Location in Span +D+S 1 0.1892 4.946 0.0000 0.000 24 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed. 3 DEC 2020.12:22P11, Steel Beam FOe=C:\Users\ROBERT-1.AMA1DOCUME-11ENERCA-11TEMPLETONCORE.ec6 Software copyright ENERCALC.INC.1983-2020,Build:12.20.2.24 Lic.#:KW-06009120 MEG CORP DESCRIPTION: STEEL BEAM AT ENTRANCE B4-B5 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 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(0.12)S(0.168) e a x li HSS8x4x1/4 rrTT��R4 T1i Span=18.0 ft �I�'� I Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load: D=0.020, S=0.0280 ksf, Tributary Width=6.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.351 : 1 Maximum Shear Stress Ratio= 0.042 : 1 Section used for this span HSS8x4x1/4 Section used for this span HSS8x4x1/4 Ma:Applied 11.664 k-ft Va:Applied 2.592 k Mn/Omega:Allowable 33.184 k-ft Vn/Omega:Allowable 61.119 k Load Combination +D+S Load Combination +D+S Location of maximum on span 9.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.323 in Ratio= 667>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.554 in Ratio= 390 >=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 MnxlOmega Cb Rm Va Max Vnx Vnx/Omega DOny Dsgn.L= 18.00 ft 1 0.146 0.018 4.86 4.86 55.42 33.18 1.00 1.00 1.08 102.07 61.12 +D+S Dsgn.L= 18.00 ft 1 0.351 0.042 11.66 11.66 55.42 33.18 1.00 1.00 2.59 102.07 61.12 +D+O.750S Dsgn.L= 18.00 ft 1 0.300 0.036 9.96 9.96 55.42 33.18 1.00 1.00 2.21 102.07 61.12 +0.60D Dsgn.L= 18.00 ft 1 0.088 0.011 2.92 2.92 55.42 33.18 1.00 1.00 0.65 102.07 61.12 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max,"+"Dell Location in Span +D+S 1 0.5544 9.051 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.592 2.592 Overall MINimum 0.648 0.648 D Only 1.080 1.080 +D+S 2.592 2.592 +D+0.750S 2.214 2.214 +0.60D 0.648 0.648 S Only 1.512 1.512 25 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM.SCHOOL Printed: 3 DEC 2020,12:38PN w�Od Beau File=C:1Users\ROBERT-1.AMAlDOCUME-11ENERCA-1tTEMPLETON CORE.ec6 Software copyright ENERCALC,INC.:1983-2020,Build:12.20.2.24 Lic.#:KW-06009120 IMEG CORP DESCRIPTION: B-6 GLULAM AT CORRIDOR CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend•xx 1,800.0ksi Fc-Pill 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.21opcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.04,0 'I65 S T.0},0.25) L b 5.5x10.5 Span=12250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Uniform Load: D=0.0180, S=0.0280 ksf, Tributary Width=10.0 ft Varying Uniform Load : D=0.040->0.1650, S=0.060->0.250 k(ft, Extent=0.0--»12.250 ft, Trib Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.58Q 1 Maximum Shear Stress Ratio = 0.339 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 1,600.20 psi = 103.44 psi = 2,760.00 psi = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.349ft Location of maximum on span = 11.401 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.232 in Ratio= 633>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.383 in Ratio= 383>=240 Max Upward Total Deflection 0.000 in Ratio= 0<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 Cm C i CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.292 0.171 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.31 630.06 2160.00 1.57 40.74 238.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.580 0.339 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.48 1,600.20 2760.00 3.98 103.44 304.75 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.492 0.288 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.43 1,357.67 2760.00 3.38 87.76 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.098 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.18 378.03 3840.00 0.94 24.44 424.00 Overall Maximum Deflections Load Combination Span Max,""Deft Location in Span Load Combination Max."+"Deft Location in Span +D+S 1 0.3829 6.214 0.0000 0.000 26 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM.SCHOOL Printed: 3 DEC 2020. 12:38PN Wood Beam File CilUsers1ROBERT-1.AMA\DOCUME-11ENERCA-1\TEMPLETON CORE.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.24 Lic.#:KW-06009120 IMEG CORP DESCRIPTION: B-6 GLULAM AT CORRIDOR Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.073 4.716 Overall MINimum 2.470 2.858 D Only 1.603 1.858 +D+S 4.073 4.716 +D+0.750S 3.456 4.002 +0.60D 0.962 1.115 S Only 2.470 2.858 27 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE , Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2020, 1:12PIV Steel Beam Software Software copyright ENERCALC,INC.1983-2020,Bui1d12,20.2.24 Lic.#:KW-06009120 IMEG CORP DESCRIPTION: HSS 6X3 ABOVE(N)OPENING B-1 0 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Dl3) ...tat++ HSS6x3x1/4 Span=6.O ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load: D=3.0k@3.0ft DESIGN SUMMARY Design OK `' Maximum Bending Stress Ratio = 0.254: 1 Maximum Shear Stress Ratio= 0.034 : 1 Section used for this span HSS6x3x1I4 Section used for this span HSS6x3x1/4 Mu:Applied 6.300 k-ft Vu:Applied 2.10 k Mn`Phi:Allowable 24.806 k-ft Vn*Phi :Allowable 61.361 k Load Combination +1.40D Load Combination +1.40D Location of maximum on span 3.000ft Location of maximum on span 3.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.048 in Ratio= 1515 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn.L= 6.00 ft 1 0.254 0.034 6.30 6.30 27.56 24.81 1.32 1.00 2.10 68.18 61.36 +1.20D Dsgn.L= 6.00 ft 1 0.218 0.029 5.40 5.40 27.56 24.81 1.32 1.00 1.80 68.18 61.36 +0.90D Dsgn.L= 6.00 ft 1 0.163 0.022 4.05 4.05 27.56 24.81 1.32 1.00 1.35 68.18 61.36 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.0475 3.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.500 1.500 Overall MINimum 0.900 0.900 D Only 1.500 1.500 +0.60D 0.900 0.900 28 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr.RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2020, 1:27PN Steel Column File=C:\Users\ROBERT-1.AMAIDOCUME-11ENERCA-1ITEMPLETONCORE.ec6 _ Software copyrightENERCALC,INC.1983-2020,Build12.20.2.24 Lic.#:KW-06009120 IMEG CORP DESCRIPTION: HSS4X4 COLUMN AT HSS8X4(INCLUDING ECCENTRIC LOAD) Code References Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Steel Section Name: HSS4x4x1I4 Overall Column Height 10.0 ft Analysis Method: Load Resistance Factor 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 ksi Unbraced Length for buckling ABOUT Y-Y Axis=10.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=10.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations Column self weight included:122.10 lbs`Dead Load Factor AXIAL LOADS... Axial Load at10.Oft,Xecc=8.0 in,Yecc=2.0 in,D=2.0,S=2.0k , LOW STRESS DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3178 :1 Maximum Load Reactions.. Load Combination +1.20D+1.60S Top along X-X 0.2667 k Location of max.above base 9.933 ft Bottom along X-X 0.2667 k At maximum location values are... Top along Y-Y 0.06667 k Pu 5.747 k Bottom along Y-Y 0.06667 k 0.9`Pn 91.738 k Mu-x -0.9271 k-ft Maximum Load Deflections... 0.9'Mn-x: 16.181 k-ft Along Y-Y -0.03295 in at 5.839ft above base for load combination:+D+S Mu-y -3.708 k-ft 0.9`Mn-y: 16.181 k-ft Along X-X -0.1318 in at 5.839ft above base for load combination:+D+S PASS Maximum Shear Stress Ratio= 0.01173 :1 Load Combination +1.20D+1.60S Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 0.3733 k Vn'Phi:Allowable 31.842 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +1.40D 0.159 PASS 9.93 ft 1.66 1.66 78.95 78.95 0.006 PASS 0.00 ft +1.20D 0.137 PASS 9.93 ft 1.66 1.66 78.95 78.95 0.005 PASS 0.00 ft +1.20D+0.50S 0.193 PASS 9.93 ft 1.66 1.66 78.95 78.95 0.007 PASS 0.00 ft +1.20D+1.605 0.318 PASS 9.93 ft 1.66 1.66 78.95 78.95 0.012 PASS 0.00 ft +0.90D 0.102 PASS 9.93 ft 1.66 1.66 78.95 78.95 0.004 PASS 0.00 ft +1.20D+0.20S 0.159 PASS 9.93 ft 1.66 1.66 78.95 78.95 0.006 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination a'Base @ Base C'Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 2.122 0.133 0.133 -0.033 0.033 +D+S 4.122 0.267 0.267 -0.067 0.067 +0+0.7505 3.622 0.233 0.233 -0.058 0.058 +0.60D 1.273 0.080 0.080 -0.020 0.020 S Only 2.000 0.133 0.133 -0.033 0.033 29 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2020, 1:27P11/ Steel Column CWsers\ROBERT-LAMAIDOCUME-11ENERCA-11TEMPLETON CORE.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20 2 24 Lie.#:KW-06009120 IMEG CORP DESCRIPTION: HSS4X4 COLUMN AT HSS8X4(INCLUDING ECCENTRIC LOAD) Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 4.122 0.267 0.267 -0.067 0.067 Minimum 1.273 0.080 0.060 -0.020 0.020 Reaction, X-X Axis Base Maximum 4.122 0.267 0.267 -0.067 0.067 Minimum 1.273 0.080 0.080 -0.020 0.020 Reaction, Y-Y Axis Base Maximum 1.273 0.080 0.080 -0.020 0.020 Minimum 4.122 0.267 0.267 -0.067 0.067 Reaction, X-X Axis Top Maximum 4.122 0.267 0.267 -0.067 0.067 Minimum 1.273 0.080 0.080 -0.020 0.020 Reaction, Y-YAxisTop Maximum 2.000 0.133 0.133 -0.033 0.033 Minimum 2.122 0.133 0.133 -0.033 0.033 Moment, X-X Axis Base Maximum 2.122 0.133 -0.033 0.033 Minimum 2.122 0.133 -0.033 0.033 Moment, Y-Y Axis Base Maximum 2.122 0.133 0.133 -0.033 0.033 Minimum 2.122 0.133 0.133 -0.033 0.033 Moment, X-X Axis Top Maximum 2.122 0.133 0.133 -0.033 0.033 Minimum 2.122 0.133 0.133 -0.033 0.033 Moment, Y-Y Axis Top Maximum 2.122 0.133 0.133 -0.033 0.033 Minimum 2.122 0.133 0.133 -0.033 0.033 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0659 in 5.839 ft -0.016 in 5.839 ft +D+S -0.1318 in 5.839 ft -0.033 in 5.839 ft +D+0.750S -0.1153 in 5.839 ft -0.029 in 5.839 ft +0.60D -0.0395 in 5.839 ft -0.010 in 5.839 ft S Only -0.0659 in 5.839 ft -0.016 in 5.839 ft Steel Section Properties : HSS4x4x1/4 Depth = 4.000 in I xx = 7.80 in"4 J = 12.800 in"4 Design Thick = 0.233 in S xx = 3.90 in^3 Width = 4.000 in R xx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 in"3 Area = 3.370 in^2 I yy = 7.800 in"4 C = 6.560 in"3 Weight = 12.210 plf S yy = 3.900 in"3 R yy = 1.520 in Ycg = 0.000 in 30 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM.SCHOOL Printed: 3 DEC 2020, 1 27Pry Steel ColumnFile=ClUsersIROBERT-1.AMAIDOCUME-11ENERCA-11TEMPLETONCORE.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.24 Lic.#:KW-06009120 IMEG CORP DESCRIPTION: HSS4X4 COLUMN AT HSS8X4(INCLUDING ECCENTRIC LOAD) Sketches +Y ;Load 1 +X - i 4.00in j 31 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE , Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM.SCHOOL Printed: 3 DEC 2020,12:47PIv Steel Column File=Clllsers\ROBERT-1.AMA\OOCUME-1lENERCA-11TEMPLETON CORE.ec6 Software copyright ENERCALC,INC.1983.2020,Build:12.20.2.24 Lie.it:KW-0600912D MEG CORP DESCRIPTION: (E) 4"DIA PIPE COLUMN AT TREEHOUSE W/ADDED TREEHOUSE LOAD Code References Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 NOTE: COLUMN NOT Load Combinations Used :ASCE 7-16 HIGHLY STRESSED General Information Steel Section Name: Pipe3-1/2STD Overall Column Height 13.670 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition For deflection(buckling)along columns Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=13.670 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=13.670 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations Column self weight included:124.670 lbs*Dead Load Factor AXIAL LOADS... Axial Load at13.670 ft,Xecc=2.0 in,D=4.0, L=2.0,S=2.50k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4923 :1 Maximum Load Reactions.. Load Combination +1.20D+L+1.60S Top along X-X 0.08992 k Location of max.above base 13.670 ft Bottom along X-X 0.08992 k At maximum location values are... Top along Y-Y 0.0 k Pu 10.950 k Bottom along Y-Y 0.0 k 0.9'Pn 36.906 k Mu-x 0.0 k-ft Maximum Load Deflections... 0.9'Mn-x: 8.181 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination: Mu-y -1.80 k-ft 0.9'Mn-y: 8.181 k-ft Along X-X -0.1959 in at 7.982ft above base for load combination:+D+0.750L+0.750S PASS Maximum Shear Stress Ratio= 0.006502 :1 Load Combination +1.20D+L+1.60S Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 0.1317 k Vn'Phi:Allowable 20.250 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +1.40D 0.192 PASS 13.67 ft 1.00 1.66 122.42 122.42 0.003 PASS 0.00 ft +1.20D+1.60L 0.366 PASS 13.67 ft 1.00 1.66 122.42 122.42 0.005 PASS 0.00 ft +1.20D+1.60L+0.50S 0.422 PASS 13.67 ft 1.00 1.66 122.42 122.42 0.006 PASS 0.00 ft +1.20D+L 0.233 PASS 13.67 ft 1.00 1.66 122.42 122.42 0.004 PASS 0.00 ft +1.20D 0.165 PASS 13.67 ft 1.00 1.66 122.42 122.42 0.003 PASS 0.00 ft +1.20D+L+1.60S 0.492 PASS 13.67 ft 1.00 1.66 122.42 122.42 0.007 PASS 0.00 ft +1.20D+1.60S 0.402 PASS 13.67 ft 1.00 1.66 122.42 122.42 0.005 PASS 0.00 ft +1.20D+L+0.50S 0.368 PASS 13.67 ft 1.00 1.66 122.42 122.42 0.005 PASS 0.00 ft +0.90D 0.124 PASS 13.67 ft 1.00 1.66 122.42 122.42 0.002 PASS 0.00 ft +1.20D+L+0.20S 0.334 PASS 13.67 ft 1.00 1.66 122.42 122.42 0.004 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 4.125 0.049 0.049 +D+L 6.125 0.073 0.073 +D+S 6.625 0.079 0.079 +D+0.750L 5.625 0.067 0.067 +D+0.750L+0.750S 7.500 0.090 0.090 32 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA , Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM.SCHOOL Printed: 3 DEC 2020,12:47PN Steel Column Fte.=CitUsers\ROBERT-1.AMA\DOCUME-1\ENERCA-1\TEMPLETONCORE.ec6'. Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.24 Lic.#:KW-06009120 IMEG CORP DESCRIPTION: (E)4"DIA PIPE COLUMN AT TREEHOUSE W/ADDED TREEHOUSE LOAD Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +0.60D 2.475 0.029 0.029 L Only 2.000 0.024 0.024 S Only 2.500 0.030 0.030 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 7.500 0.090 0.090 -1.229 Minimum 2.000 0.024 0.024 -0.333 Reaction, X-X Axis Base Maximum 7.500 0.090 0.090 -1.229 Minimum 2.000 0.024 0.024 -0.333 Reaction, Y•Y Axis Base Maximum 4.125 0.049 0.049 -0.667 Minimum 4.125 0.049 0.049 -0.667 Reaction, X-X Axis Top Maximum 7.500 0.090 0.090 -1.229 Minimum 2.000 0.024 0.024 -0.333 Reaction, Y-Y Axis Top Maximum 2.500 0.030 0.030 -0.417 Minimum 4.125 0.049 0.049 -0.667 Moment, X-X Axis Base Maximum 4.125 0.049 -0.667 Minimum 4.125 0.049 -0.667 Moment, Y-Y Axis Base Maximum 4.125 0.049 0.049 -0.667 Minimum 4.125 0.049 0.049 -0.667 Moment, X-X Axis Top Maximum 4.125 0.049 0.049 -0.667 " Minimum 4.125 0.049 0.049 -0.667 Moment, Y-Y Axis Top Maximum 2.000 0.024 0.024 -0.333 Minimum 7.500 0.090 0.090 -1.229 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.1063 in 7.982 ft 0.000 in 0.000 ft +D+L -0.1594 in 7.982 ft 0.000 in 0.000 ft +D+S -0.1727 in 7.982 ft 0.000 in 0.000 ft +D+0.750L -0.1461 in 7.982 ft 0.000 in 0.000 ft +D+0.750L+0.7505 -0.1959 in 7.982 ft 0.000 in 0.000 ft +0.60D -0.0638 in 7.982 ft 0.000 in 0.000 ft L Only -0.0531 in 7.982 ft 0.000 in 0.000 ft S Only -0.0664 in 7.982 ft 0.000 in 0.000 ft Steel Section Properties : Pipe3-1/2STD Depth = 4.000 in I xx 4.52 iM4 J = 9.040 in^4 S xx = 2.26 in^3 Diameter = 4.000 in R xx = 1.340 in Wall Thick = 0.227 in Zx = 3.030 in"3 Area = 2.500 in"2 Iyy = 4.520 in"4 Weight = 9.120 plf S yy = 2.260 in"3 R yy = 1.340 in Ycg = 0.000 in 33 s r ' PROJECI BA E BY PROJECT NO 'T Nt P i.-�rc� ,.-t Pf E_ i4 �'( � 6 l 1- � g�,A t gl,�o <41 t t4- t,.tefl gtdli-ot,.dGc AT Pt -V- Facz• 5b't4.Mt Gc4-9L4 (zoo= 4'o►4r$ @ tG"aG 3PSF 42t...$4v.oaD -�o FSF ��t I vt ®OF 7 F f" AK P G-t—ct 1-1 PcF fet l •c ?erF Ntt�,G ;b PSF- W&\ - p t_ vt,5 i(beS Q 1 1,8t..V• vet eke-tAA`- t,k e t ;, ro(Z- Izo( F St\5wu1,U `j'E') GG cs Lkt-t. r +N AAA.,.() ep vJ aw 46rtt s e " PSF f 'U( ? -rc) Gana VA t c-r+ l FI s c:,>z-\i Aec1\t -T e2Clstl+t.1 c tkli,c41/t T = 2.0 4- t 0 4— (491-7 c ?SFQ«oa) 1.4 PSF 34 . . • PROJECT DATE ----J BY PROJECT NO. 7 MfLETOA) rE. H,<, -r ccpurfilitt-c- 05703/0624 Pfar ALL ... ¶ LTRG4 / OCTUF\rf.-, ICY:=F-- (.0E16-t-IT C-1,0 Lh m c., — 3 195F -2.)< &., n-, 1 12."oc, - C_-2-) •/e, ' S ,(E,ATHJAY- - 5 esf Eur,ur UF /2,00E-r-li(- - 2_ P5F susrenior:0 CFIL-W6-/ cdc:40 PAuELT406- - 5 fsF- PI C P - -2. is25 F misc. - 20 F s re rt)A(2,717 ix.)AL.1....5 ifil)CqCszi) 4,- f-a_zsG0 1-. ,(zi ii6Ti -4 C(0 r5F)01 ,51/2) (PloCiT)-E- ipt.ts C12-31+ 57/4- I LH ' i-- S f Si S. C, coE.r('4-f-T- LO orzit-F4.)PL -L (.:2-0 f'SFiler)(ni) t .21q. ) 14- + )2,Kk. = Li q 2 k_f_ics Th LTA)C or ‘ czsi-sric* E •=--. 4-1q1-1V2_ 7-- zig Ka-tos * Pkpo 11 .51 or rwA goof cJ‘ (60-00ITIONAL ---- Cji, 5 )(5SX ZO es F) = 2.0,z ki, es . 1 (ii.)1)02, / (,ii-rg.T, oteacTrAisce_ =-- 2,0/2-lz--1-rs/zzi 6 is uos 6 AThat-Aisi-E ADDED LOAD TO EXISTING STRUCTURE <10 % 35 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE , Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed, 3 DEC 2020, 1.10PN Wood Beam file=C;lUsers\ROBERT-1.AMAlDOCUME-1\ENERCA-11TEMPLETON CORE.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.24 Lic.# KW-06009120 !MEG CORP DESCRIPTION: (E)7X24 GLULAM AT PORCH BLDG(W/CAMBER) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor D Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pill 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0psi Density 31.21opcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.5) o t D(0.277025)S(0.435325) o a 7.0 X 24.375 TAR Span=38.0ft E Applied Loads Service loads entered.Load Factors will be applied for calculations Uniform Load: D=0.01750, S=0.02750 ksf, Tributary Width=15.830 ft Point Load: D=0.50 k @ 19.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.93R 1 Maximum Shear Stress Ratio = 0.343 : 1 Section used for this span 7.0 X 24.375 Section used for this span 7.0 X 24.375 = 3,313.94psi = 156.94 psi 3,529.24 psi = 457.92 psi Load Combination +1.20D+1.605 Load Combination +1.20D+1.60S Location of maximum on span = 19.000ft Location of maximum on span = 36.058 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 1.351 in Ratio= 337>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 2.276 in Ratio= 200>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V A, C FN C i Cr Cm C t CL Mu fb Fb Vu fv Fv +1.40D 0.00 0.00 0.00 0.00 Length=38.0 ft 1 0.501 0.178 0.60 0.851 1.00 1.00 1.00 1.00 1.00 76.65 1,327.03 2646.93 6.97 61.24 343.44 +1.20D 0.851 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.0 ft 1 0.322 0.115 0.80 0.851 1.00 1.00 1.00 1.00 1.00 65.70 1,137.46 3529.24 5.97 52.49 457.92 +1.20D+0.50S 0.851 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.0 ft 1 0.515 0.186 0.80 0.851 1.00 1.00 1.00 1.00 1.00 104.99 1,817.61 3529.24 9.68 85.13 457.92 +1.20D+1.60S 0.851 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.0 ft 1 0.939 0.343 0.80 0.851 1.00 1.00 1.00 1.00 1.00 191.43 3,313.94 3529.24 17.85 156.94 457.92 +0.90D 0.851 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.0 ft 1 0.193 0.069 1.00 0.851 1.00 1.00 1.00 1.00 1.00 49.28 853.09 4411.56 4.48 39.37 572.40 +1.200+0.20S 0.851 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.0 ft 1 0.320 0.115 1.00 0.851 1.00 1.00 1.00 1.00 1.00 81.42 1,409.52 4411.56 7.46 65.55 572.40 36 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM.SCHOOL Printed' 3 DEC 2020, 1.09PN Wood Be8t11 Fie=ClUsersIROBERT-1.AMAlDOCUME-11ENERCA-11TEMPLETONCORE.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.24 Lic.#:KW-06009120 !MEG CORP DESCRIPTION: (E)2x8 ROOF JOISTS AT PORCH BLDG CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,500.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,500.0 psi Ebend-xx 1,600.0 ksi Fc-Pr!! 1,150.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :Select Structural Fv 170.0 psi Ft 1,000.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.01995)S(0.03325) d 0 8 o v 2x8 Span=15.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=1.330 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.593 1 Maximum Shear Stress Ratio = 0.265 : 1 Section used for this span 2x8 Section used for this span 2x8 = 1,412.30 psi = 51.87 psi = 2,380.50 psi = 195.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.625ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.534 in Ratio= 342>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.854 in Ratio= 214>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 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 Cm C t C L M fb F'b V fv FV D Only 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.284 0.127 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.58 529.61 1863.00 0.14 19.45 153.00 +D+S 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.593 0.265 1.15 1.200 1.00 1.15 1.00 1.00 1.00 1.55 1,412.30 2380.50 0.38 51.87 195.50 +D+0.750S 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.501 0.224 1.15 1.200 1.00 1.15 1.00 1.00 1.00 1.30 1,191.63 2380.50 0.32 43.76 195.50 +0.60D 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.250 ft 1 0.096 0.043 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.35 317.77 3312.00 0.08 11.67 272.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.8544 7.681 0.0000 0.000 37 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2020, 1:09PN Wood Beam File-ClUsers\ROBERT-1.AMAIDOCUME-11ENERCA-11TEMPLETONCORE.ec6 Software copyright ENERCALC.INC.1983-2020,Build:12.20.2.24 Lic.#:KW-06009120 MEG CORP DESCRIPTION: (E)2x8 ROOF JOISTS AT PORCH BLDG Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support1 Support2 Overall MAXimum 0.406 0.406 Overall MINimum 0.254 0.254 D Only 0.152 0.152 +D+S 0.406 0.406 +D+0.750S 0.342 0.342 +0.60D 0.091 0.091 S Only 0.254 0.254 38 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2320, 1:37Pry Steel Beam Software Software copyright ENERCALC,INC.1983-2020,Build:1220.2.24 Lic.#:KW-06009120 MEG CORP DESCRIPTION: WT 10.5 AT CANOPY CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor 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 Stem Down D(0.16)S<022) WTI 0-5x25 Span=9.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load: D=0.020, S=0.02750 ksf, Tributary Width=8.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.650: 1 Maximum Shear Stress Ratio= 0.046 : 1 Section used for this span WT10.5x25 Section used for this span WT10.5x25 Mu:Applied 22.032 k-ft Vu:Applied 4.896 k Mn"Phi:Allowable 33.896 k-ft Vn*Phi:Allowable 106.704 k Load Combination +1.20D+1.605 Load Combination +1.20D+1.60S Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.134 in Ratio= 1,616>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.231 in Ratio= 936 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi`Vnx +1.40D Dsgn.L= 9.00 ft 1 0.268 0.019 -9.07 9.07 37.66 33.90 1.00 1.00 2.02 118.56 106.70 +1.20D Dsgn.L= 9.00 ft 1 0.229 0.016 -7.78 7.78 37.66 33.90 1.00 1.00 1.73 118.56 106.70 +1.20D+0.505 Dsgn.L= 9.00 ft 1 0.361 0.025 -12.23 12.23 37.66 33.90 1.00 1.00 2.72 118.56 106.70 +1.20D+1.605 Dsgn.L= 9.00 ft 1 0.650 0.046 -22.03 22.03 37.66 33.90 1.00 1.00 4.90 118.56 106.70 +0.90D Dsgn.L= 9.00 ft 1 0.172 0.012 -5.83 5.83 37.66 33.90 1.00 1.00 1.30 118.56 106.70 +1.20D+0.20S Dsgn.L= 9.00 ft 1 0.282 0.020 -9.56 9.56 37.66 33.90 1.00 1.00 2.12 118.56 106.70 Overall Maximum Deflections Load Combination Span Max."=Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.2308 9.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.420 Overall MINimum 0.864 D Only 1.440 +D+S 3.420 39 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM.SCHOOL Printed: 3 DEC 2020, 1:37PN Steel Beam File=C:\Users\ROBERT-1.AMA\DOCUME-11ENERCA-1\TEMPLET0NC0RE.ec6 Software copyright ENERCALC,INC.1983-2020,BuiId:12.20.2.24 Lic.if:KW-06009120 IMEG CORP DESCRIPTION: WT 10.5 AT CANOPY Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750S 2.925 +0.60D 0.864 S Only 1.980 40 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2020, 1:34PW Steel Column File=C:\Users\ROBERT-1.AMAIDOCUME-11ENERCA-TITEMPLETON CORE.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.24 Lic.#:KW-06009120 IMEG CORP DESCRIPTION: CANOPY PIPE COLUMNN W/CANTILEVERED ROOF Code References _ Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Steel Section Name: Pipe6xS Overall Column Height 10.0 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=10.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=10.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations Column self weight included:286.0 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft,D=1.60,S=2.20 k BENDING LOADS... Moment acting about X-X axis at 10.0 ft,D=8.0,S=11.0 k-ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6548 :1 Maximum Load Reactions.. Load Combination +1.20D+1.60S Top along X-X 0.0 k Location of max.above base 9.933 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 1.90 k Pu 5.783 k Bottom along Y-Y 1.90 k 0.9*Pn 217.036 k Mu-x 27.017 k-ft Maximum Load Deflections... 0.9'Mn-x: 42.120 k-ft Along Y-Y 0.1913 in at 5.839ft above base for load combination:+D+S Mu-y 0.0 k-ft 0.9'Mn-y: 42.120 k-ft Along X-X 0.0 in at O.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.04289 :1 Load Combination +1.20D+1.60S Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 2.720 k Vn*Phi:Allowable 63.423 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLxlRx KyLy/Ry Stress Ratio Status Location +1.40D 0.270 PASS 9.93 ft 1.66 1.00 54.55 54.55 0.018 PASS 0.00 ft +1.20D 0.232 PASS 9.93 ft 1.66 1.00 54.55 54.55 0.015 PASS 0.00 ft +1.20D+0.50S 0.364 PASS 9.93 ft 1.66 1.00 54.55 54.55 0.024 PASS 0.00 ft +1.20D+1.60S 0.655 PASS 9.93 ft 1.66 1.00 54.55 54.55 0.043 PASS 0.00 ft +0.90D 0.174 PASS 9.93 ft 1.66 1.00 54.55 54.55 0.011 PASS 0.00 ft +1.20D+0.20S 0.284 PASS 9.93 ft 1.66 1.00 54.55 54.55 0.019 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 1.886 0.800 -0.800 +D+S 4.086 1.900 -1.900 +D+0.750S 3.536 1.625 -1.625 +0.60D 1.132 0.480 -0.480 S Only 2.200 1.100 -1.100 41 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2020. 1.34PN Steel Column File=C:\Users\ROBERT-1.AMAIDOCUME-11ENERCA-11TEMPLETONCORE.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.24 Lic.#:KW-06009120 1MEG CORP DESCRIPTION: CANOPY PIPE COLUMNN W/CANTILEVERED ROOF Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 4.086 1.900 -1.900 Minimum 1.132 0.480 -0.480 Reaction, X-X Axis Base Maximum 1.886 0.800 -0.800 Minimum 1.886 0.800 -0.800 Reaction, Y-Y Axis Base Maximum 4.086 1.900 -1.900 Minimum 1.132 0.480 -0.480 Reaction, X-X Axis Top Maximum 1.886 0.800 -0.800 Minimum 1.886 0.800 -0.800 Reaction, Y-Y Axis Top Maximum 2.200 1.100 -1.100 Minimum 1.886 0.800 -0.800 Moment, X-X Axis Base Maximum 1.886 0.800 -0.800 Minimum 1.886 0.800 -0.800 Moment, Y-Y Axis Base Maximum 1.886 0.800 -0.800 Minimum 1.886 0.800 -0.800 Moment, X-X Axis Top Maximum 1.886 0.800 -0.800 Minimum 1.886 0.800 -0.800 Moment, Y-Y Axis Top Maximum 1.886 0.800 -0.800 Minimum 1.886 0.800 -0.800 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 0.081 in 5.839 ft +D+S 0.0000 in 0.000 ft 0.191 in 5.839 ft +D+0.750S 0.0000 in 0.000 ft 0.164 in 5.839 ft +0.60D 0.0000 in 0.000 ft 0.048 in 5.839 ft S Only 0.0000 in 0.000 ft 0.111 in 5.839 ft Steel Section Properties : Pipe6xS Depth = 6.630 in I xx = 38.30 in"4 J = 76.600 in"4 S xx = 11.60 in"3 Diameter = 6.630 in Rxx = 2.200 in Wall Thick = 0.433 in Zx = 15.600 in"3 Area = 7.830 in"2 I yy = 38.300 in"4 Weight = 28.600 plf S yy = 11.600 in^3 R yy = 2.200 in Ycg = 0.000 in 42 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2020, 1.34PP Steel ColumnFile=C lUsers1ROBERT-1.AMA6DOCUME-11ENERCA-11TEMPLETON CORE.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.24 Lic.#:KW-06009120 !MEG CORP'3 DESCRIPTION: CANOPY PIPE COLUMNN WICANTILEVERED ROOF Sketches +Y �w 3 ar .9 C0k`. tr Load 1tMI +X f. It" 41 6.63in 43 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed'. 3 DEC 2020. 1:24PIV Fite=C:\Users\ROBERT-1.AMA\DOCUME-1\ENERCA-11TEMPLETON CORE.ec6 Steed Base Pate Software copyri.ht ENERCALC,INC.1983.2020,BuiId:12.20.2.24 Lic.#:KW-06009120 IMEG CORP DESCRIPTION: CANOPY BASEPLATE -PL1X14X14 Code References Calculations per AISC Design Guide#1, IBC 2018, CBC 2019,ASCE 7-16,AISC 360-16 Load Combination Set:ASCE 7-16 General Information Material Properties AISC Design Method Load Resistance Factor Design cp c :LRFD Resistance Factor 0.65 Steel Plate Fy = 36 ksi Concrete Supportfc = 4.0 ksi Assumed Bearing Area:Full Bearing Nominal Bearing Fp per J8 5.829 ksi Column&Plate Column Properties 1'-2" Steel Section: Pipe6xS Z Depth 6.63 in Area 7.83 in^2 Width 6.63 in lxx in"4 Flange Thickness 0.403 in lyy in"4 Web Thickness in Plate Dimensions Support Dimensions N:Length 14.0 in Width along"X" 24.0 in �, ^„ X iv B:Width 14.0 in Length along"Z' 24.0 in b, J4 Thickness 1.0 in Column assumed welded to base plate. 2,0„ Applied Loads #%i +P - P-Y V-Z M-X D:Dead Load 1.250 k k 5.0 k-ft +yi :. +X • x,_ L:Live k k k-ft Lr:Roof Live k k k-ft r S:Snow 2.250 k k 9.50 k-ft ; .„,-----..„, 4#10. W:Wind k k k-ft +VZ E:Earthquake k k k-ft H:Lateral Earth k k k-ft #� +Z "P"=Gravity load,'+"sign is downward. "+" Moments create higher soil pressure at+Z edge. .,,„,.: s ..;, . . - .. .,. k-< _ , "+" Shears push plate towards+Z edge. Anchor Bolts Anchor Bolt or Rod Description 3/4"gd 36 Max of Tension or Pullout Capacity 10.60 k Shear Capacity 5.0 k Edge distance:bolt to plate 1.50 in ." - " Number of Bolts in each Row 2.0 Number of Bolt Rows 1 . . I 44 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM.SCHOOL Printed: 3 DEC 2020, 1:24PN Steed Base Pate File=C:\Users\ROBERT-LAMA\DOCUME-11ENERCA-11TEMPLETONCORE.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12,20.2.24 ;Lic.#:KW-06009120 !MEG CORP DESCRIPTION: CANOPY BASEPLATE-PL1X14X14 GOVERNING DESIGN LOAD CASE SUMMARY Mu:Max.Moment 6.704 k-in Plate Design Summary fb:Max.Bending Stress 26.817 ksi Design Method Load Resistance Factor Design Fb:Allowable: 32.400 ksi Governing Load Combination +1.40D Fy'Phi Governing Load Case Type Axial+Moment,U2<Eccentricity,Tension or Bending Stress Ratio 0.828 Governing STRESS RATIO 1.0 Bending Stress OK Design Plate Size 1'-2"x 1'-2"x 1" fu:Max.Plate Bearing Stress.... 3.789 ksi Pu:Axial 5.100 k Fp:Allowable: 3.789 ksi Mu:Moment 21.200 k-ft Bearing Stress Ratio 1.000 Bearing Stress OK Tension in each Bolt 9.017 Allowable Bolt Tension 10.600 Tension Stress Ratio 0.851 Tension Stress OK Load Comb. : +1.40D Axial Load+Moment, Ecc. >U2 Loading Calculate plate moment from bolt tension... Pu:Axial..,...... 1.750 k Tension per Bolt 2.899 k Mu:Moment 7.000 k-ft Tension:Allowable 10.600 k Eccentricity 48.000 in Stress Ratio 0.273 Al :Plate Area 196.000 in"2 A2:Support Area 576.000 in"2 Dist.from Bolt to Col.Edge 2.848 in sgrt(AZlA1) 1.714 Effective Bolt Width for Bending 11.392 in Plate Moment from Bolt Tension 1.449 k-in Calculate plate moment from bearing... max(m,n) 4.348 in Bearing Stresses "A":Bearing Length 0.285 in Fp:Allowable 3.789 ksi Mpl:Plate Moment 0.191 k-in fu:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 2.293 k-in fb:Actual 9.171 ksi Fb:Allowable 32.400 ksi Stress Ratio 0.283 Load Comb. : +1.20D Axial Load+Moment, Ecc. >U2 Loading Calculate plate moment from bolt tension... Pu:Axial 1.500 k Tension per Bolt 2.481 k Mu:Moment 6.000 k-ft Tension:Allowable 10.600 k Eccentricity 48.000 in Stress Ratio 0.234 Al:Plate Area 196.000 in'2 A2:Support Area 576.000 in"2 Dist.from Bolt to Col.Edge 2.848 in sgrt(A2lA1) 1.714 Effective Bolt Width for Bending 11.392 in Plate Moment from Bolt Tension 1.240 k-in Calculate elate moment from bearing.. . max(m,n) 4.348 in Bearing Stresses "A":Bearing Length 0.244 in Fp:Allowable 3.789 ksi Mpl:Plate Moment 0.164 k-in fu:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 1.969 k-in fb:Actual 7.878 ksi Fb:Allowable 32.400 ksi Stress Ratio 0.243 45 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr.RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2020, 1:24Pry Steel Base Plate File=C:UserstROBERT-1.AMAIDOCUME-11ENERCA-11 TEMPLETON CORE.ec6 Software copyright ENERCALC,INC.1983-2020,Buiid:1220.2.24 Lia.#:KW-06009120 IMEG CORP DESCRIPTION: CANOPY BASEPLATE- PL1X14X14 .._..._._........ Load Comb. : +1.20D+0.50S Axial Load+Moment, Ecc. >L/2 Loading Calculate plate moment From bolt tension... Pu:Axial 2.625 k Tension per Bolt 4.493 k Mu:Moment 10.750 k-ft Tension:Allowable 10.600 k Eccentricity 49.143 in Stress Ratio 0.424 Al:Plate Area 196.000 in"2 A2:Support Area 576.000 in^2 Dist.from Bolt to Col.Edge 2.848 in sgrt(A2/A7) 1.714 Effective BoltWidth for Bending 11.392 in Plate Moment from Bolt Tension 2.246 k-in Calculate elate moment from bearing. .. max(m,n) 4.348 in Bearing Stresses "A":Bearing Length 0.438 in Fp:Allowable 3.789 ksi Mpl:Plate Moment 0.290 k-in fu:Max.Bearing Pressure (set equal toFp) Stress Ratio 1.000 Plate Bending Stresses Mmax 3.485 k-in fb:Actual 13.940 ksi Fb:Allowable 32.400 ksi Stress Ratio 0.430 Load Comb. : +1.20D+1.60S Axial Load+Moment, Ecc.>112 Loading Calculate plate moment from bolt tension... Pu:Axial 5.100 k Tension per Bolt 9.017 k Mu:Moment 21.200 k-ft Tension:Allowable 10.600 k Eccentricity 49.882 in Stress Ratio . 0.851 Al:Plate Area 196.000 in"2 A2:Support Area 576.000 in^2 Dist.from Boltto Col.Edge 2.848 in sgrt(A21A1) 1.714 Effective Bolt Width for Bending 11.392 in Plate Moment from Bolt Tension 4.509 k-in Calculate olate moment from bearing. .. max(m,n) 4.348 in Bearing Stresses "A":Bearing Length 0.872 in Fp:Allowable 3.789 ksi Mpl:Plate Moment 0.559 k-in fu:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 6.704 k-in fb:Actual 26.817 ksi Fb:Allowable 32.400 ksi Stress Ratio 0.828 46 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM.SCHOOL Printed: 3 DEC 2020, 1:24Pk' Steel Base Pate File=C:\Users\ROBERT-1.AMA\DOCUME-1\ENERCA-1\TEMPLETON CORE.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.24 Lic.#:KW-46009120 IMEG CORP DESCRIPTION: CANOPY BASEPLATE-PL1X14X14 Load Comb. : +0.90D Axial Load+Moment,Ecc. >U2 Loading Calculate plate moment from bolt tension... Pu:Axial......... 1.125 k Tension per Bolt 1.857 k Mu:Moment 4.500 k-ft Tension:Allowable 10.600 k Eccentricity 48.000 in Stress Ratio 0.175 Al:Plate Area 196.000 in"2 A2:Support Area 576.000 in"2 Dist.from Bolt to Col.Edge 2.848 in sgrt(A2IA1) 1.714 Effective Bolt Width for Bending 11.392 in Plate Moment from Bolt Tension 0.928 k-in Calculate plate moment from bearing... max(m,n) 4.348 in Bearing Stresses "A":Bearing Length 0.182 in Fp:Allowable 3.789 ksi Mpl:Plate Moment 0.123 k-in fu:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 1 Plate Bending Stresses I Mmax 1.482 k-in fb:Actual 5.927 ksi Fb:Allowable 32.400 ksi I Stress Ratio 0.183 Load Comb. : +1.20D+0.20S Axial Load+Moment, Ecc.>U2 ' Loading Calculate plate moment from bolt tension... Pu:Axial 1.950 k Tension per Bolt 3.282 k Mu:Moment........ 7.900 k-ft Tension:Allowable 10.600 It Eccentricity 48.615 in Stress Ratio 0.310 Al:Plate Area 196.000 in^2 A2:Support Area 576.000 in"2 Dist.from Bolt to Col.Edge 2.848 in sgrt(A21A1) 1.714 Effective Bolt Width for Bending 11.392 in Plate Moment from Bolt Tension....... 1.641 k-in Calculate plate moment from bearing. .. max(m,n) 4.348 in Bearing Stresses "A":Bearing Length 0.321 in Fp:Allowable 3.789 ksi Mpl:Plate Moment 0.215 k-in fu:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 2.579 k-in fb:Actual 10.318 ksi Fb:Allowable 32.400 ksi Stress Ratio 0.318 47 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2020, 2:30PN General Footing File=C:tUserstROBERT-1.AMAIDOCUME-11ENERCA-11TEMPLETON CORE ec6 g Software copyright ENERCALC,INC.1983-2020,Build:12 20 2 24 Lic.#:KW-06009120 (MEG CORP DESCRIPTION: CANOPY FOOTING WITH APPLIED MOMENT Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used:ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 6 ft Length parallel to Z-Z Axis = 6.0 ft Footing Thickness = 18.0 in Load location offset from footing center... ex:Prll to X-X Axis = -12 in ,.. = in ;I Pedestal dimensions... x px:parallel to X-X Axis = 14.0 in pz:parallel to Z-Z Axis = 14.0 in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in 1 �o Reinforcing 6 Bars parallel to X-X Axis Number of Bars = 7 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 7 Reinforcing Bar Size = # 6 ,� � -1 -.. Bandwidth Distribution Check (ACI 15.4.4.2) -1— °,,"? _ - , ' ° `gix Direction Requiring Closer Separation .. F°—•_ ... n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S _ W E H P:Column Load = 1.60 2.20 k OB:Overburden = ksf M-xx = k-ft M-zz = 8.0 11.0 k-ft V-x = k V-z = k 48 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed: 3 DEC 2020. 2:30PN General Footing Fte=C:\Users1 ROBE RT-1.AMA1DOCUME-11ENERCA-11TEMPLETONCORE.ecB Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.24 Lic.#:KW-06009120 IMEG CORP DESCRIPTION: CANOPY FOOTING WITH APPLIED MOMENT DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.3035 Soil Bearing 0.7587 ksf 2.50 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.036 Overturning-Z-Z 19.0 k-ft 38.690 k-ft +D+S PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.09549 Z Flexure(+X) 3.198 k-ft/ft 33.487 k-ft/ft +1.20D+1.605 PASS 0.007819 Z Flexure(-X) 0.2618 k-ft/ft 33.487 k-ft/ft +1.20D+1.60S PASS 0.01318 X Flexure(+Z) 0.4412 k-ft/ft 33.487 k-ft/ft +1.20D+1.60S PASS 0.01318 X Flexure(-Z) 0.4412 k-ft/ft 33.487 k-ft/ft +1.20D+1.60S PASS 0.08204 1-way Shear(+X) 6.740 psi 82.158 psi +1.20D+1.605 PASS 0.003177 1-way Shear(-X) 0.2610 psi 82.158 psi +1.20D+1.60S PASS 0.01165 1-way Shear(+Z) 0.9570 psi 82.158 psi +1.20D+1.60S PASS 0.01165 1-way Shear(-Z) 0.9570 psi 82.158 psi +1.20D+1.60S PASS 0.01675 2-way Punching 2.752 psi 164.317 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.50 Na 0.0 0.2619 0.2619 n/a n/a 0.105 X-X,+D+S 2.50 n/a 0.0 0.3231 0.3231 n/a n/a 0.129 X-X,+D+0.750S 2.50 n/a 0.0 0.3078 0.3078 n/a n/a 0.123 X-X,+0.60D 2.50 n/a 0.0 0.1572 0.1572 n/a n/a 0.063 Z-Z,D Only 2.50 8.144 n/a n/a n/a 0.08594 0.4379 0.175 Z-Z,+D+S 2.50 15.684 n/a n/a n/a 0.0 0.7587 0.304 Z-Z,+D+0.750S 2.50 14.079 n/a n/a n/a 0.0 0.6703 0.268 Z-Z,+0.60D 2.50 8.144 n/a n/a n/a 0.05157 0.2628 0.105 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,D Only None 0.0 k-ft Infinity OK X-X,+D+S None 0.0 k-ft Infinity OK X-X,+D+0.750S None 0.0 k-ft Infinity OK X-X,+0.60D None 0.0 k-ft Infinity OK Z-Z,D Only 8.0 k-ft 29.890 k-ft 3.736 OK Z-Z,+D+S 19.0 k-ft 38.690 k-ft 2.036 OK Z-Z,+D+0.750S 16.250 k-ft 36.490 k-ft 2.246 OK Z-Z,+0.60D 4.80 k-ft 17.934 k-ft 3.736 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi`Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D 0.1817 +Z Bottom 0.3888 Min Temp% 0.5133 33.487 OK X-X,+1.40D 0.1817 -Z Bottom 0.3888 Min Temp% 0.5133 33.487 OK X-X,+1.20D 0.1557 +Z Bottom 0.3888 Min Temp% 0.5133 33.487 OK X-X,+1.20D 0.1557 -Z Bottom 0.3888 Min Temp% 0.5133 33.487 OK X-X,+1.20D+0.505 0.2450 +Z Bottom 0.3888 Min Temp% 0.5133 33.487 OK X-X,+1.20D+0.50S 0.2450 -Z Bottom 0.3888 Min Temp% 0.5133 33.487 OK X-X,+1.20D+1.60S 0.4412 +Z Bottom 0.3888 Min Temp% 0.5133 33.487 OK X-X,+1.20D+1.60S 0.4412 -Z Bottom 0.3888 Min Temp% 0.5133 33.487 OK X-X,+0.90D 0.1168 +Z Bottom 0.3888 Min Temp% 0.5133 33.487 OK 49 Project Title: TEMPLETON PRE-K AND CONFERENCE CENTE Engineer: RAA Project ID: 19004116.00 Project Descr:RENOVATION OF EXISTING ELEM. SCHOOL Printed. 3 DEC 2020. 2.30PN File=C:\Users\ROBERT-1.AMAID000ME-11E NERCA-11TEMPLETON CORE.ec6 General Footing Software copyright ENERCALC,INC.1983-2020,Build:12 20.2.24 Lic.#:KW-06009120 MEG CORP DESCRIPTION: CANOPY FOOTING WITH APPLIED MOMENT Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi'Mn Status Flexure Axis&Load Combination k-ft Surface in^2 in^2 itr 2 k-ft X-X,+0.90D 0.1168 -Z Bottom 0.3888 Min Temp% 0.5133 33.487 OK X-X,+1.20D+0.20S 0.1914 +Z Bottom 0.3888 Min Temp% 0.5133 33.487 OK X-X,+1.20D+0.20S 0.1914 -Z Bottom 0.3888 Min Temp% 0.5133 33.487 OK Z-Z,+1.40D 0.1479 -X Top 0.3888 Min Temp% 0.5133 33.487 OK Z-Z,+1.40D 1.264 +X Bottom 0.3888 Min Temp% 0.5133 33.487 OK Z-Z,+1.20D 0.1268 -X Top 0.3888 Min Temp% 0.5133 33.487 OK Z-Z,+1.20D 1.084 +X Bottom 0.3888 Min Temp% 0.5133 33.487 OK Z-Z,+1.20D+0.50S 0.1995 -X Top 0.3888 Min Temp% 0.5133 33.487 OK Z-Z,+1.20D+0.50S 1.705 +X Bottom 0.3888 Min Temp% 0.5133 33.487 OK Z-Z,+1.20D+1.605 0.2618 -X Top 0.3888 Min Temp% 0.5133 33.487 OK Z-Z,+1.201)+1.60S 3.198 +X Bottom 0.3888 Min Temp% 0.5133 33.487 OK Z-Z,+0.90D 0.09511 -X Top 0.3888 Min Temp% 0.5133 33.487 OK Z-Z,+0.90D 0.8128 +X Bottom 0.3888 Min Temp% 0.5133 33.487 OK Z-Z,+1.20D+0.20S 0.1559 -X Top 0.3888 Min Tema% 0.5133 33.487 OK Z-Z,+1.20D+0.20S 1.332 +X Bottom 0.3888 Min Temp% 0.5133 33.487 OK One Way Shear Load Combination... Vu @-X Vu C+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi'Vn Status +1.40D 0.18 psi 2.66 psi 0.39 psi 0.39 psi 2.66 psi 82.16 psi 0.03 OK +1.20D 0.15 psi 2.28 psi 0.34 psi 0.34 psi 2.28 psi 82.16 psi 0.03 OK +1.20D+0.50S 0.24 psi 3.58 psi 0.53 psi 0.53 psi 3.58 psi 82.16 psi 0.04 OK +1.20D+1.60S 0.26 psi 6.74 psi 0.96 psi 0.96 psi 6.74 psi 82.16 psi 0.08 OK +0.90D 0.12 psi 1.71 psi 0.25 psi 0.25 psi 1.71 psi 82.16 psi 0.02 OK +1.20D+0.20S 0.19 psi 2.80 psi 0.42 psi 0.42 psi 2.80 psi 82.16 psi 0.03 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi'Vn Vu I PhrVn Status +1.40D 1.08 psi 164.32psi 0.006581 OK +1.20D 0.93 psi 164.32psi 0.005641 OK +1.20D+0.50S 1.46 psi 164.32psi 0.008873 OK +1.20D+1.60S 2.75 psi 164.32psi 0.01675 OK +0.90D 0.70 psi 164.32psi 0.004231 OK +1.200+0.20S 1.14 psi 164.32psi 0.006934 OK 50 t l H EG Job: By: A Job Number: Subject: Checked By: Date: 3/30/2020 WOOD BEAM ANALYSIS & DESIGN (NDS) STRUCTURAL GLUED LAMINATED TIMBER (GLULAM) MEMBER ANALYSIS & DESIGN (NDS) In accordance with the ANSIIAF&PA NDS-2015 using the ASD method Tedds calculation version 1.7.08 Load Envelope.Combination 1 0.451— 0.0—o ft I 25 A B kip R Bending Moment Envelope 0.0—A 35.214- 5.2 R 25 A 1 B kips Shear Force Envelope S.fi34— 5.5 -5 634— -5.6 ft 25 A 1 0 Applied loading Beam loads Dead self weight of beam x 1 Dead full UDL 200 lb/ft Snow full UDL 224 lb/ft Load combinations Load combination 1 Support A Dead x 1.00 Snow x 1.00 Span 1 Dead x 1.00 Snow x 1.00 51 •IMEG Job: By: A Job Number: Subject: Checked By: Date: 3/30/2020 Support B Dead x 1.00 Snow x 1.00 Analysis results Maximum moment Mmax= 35214 lb_ft Mmin = 0 lb_ft Design moment M = max(abs(Mmax),abs(Mmm)) = 35214 lb_ft Maximum shear Finax = 5634 lb Fmin = -5634 lb Design shear F = max(abs(Fmax),abs(Fmin)) = 5634 lb Total load on member Wtot= 11268 lb Reaction at support A RA max= 5634 lb RA min = 5634 lb Unfactored dead load reaction at support A RA_Dead = 2834 lb Unfactored snow load reaction at support A RA_snow= 2800 lb Reaction at support B RB_max= 5634 lb RB_mm = 5634 lb Unfactored dead load reaction at support B RB_Dead = 2834 lb Unfactored snow load reaction at support B Rn_snow= 2800 lb 5.5,4 Glulam section details Net finished breadth of sections b = 5.5 in Net finished depth of sections d = 20 in Number of sections in member N = 1 Overall breadth of member bb= N x b = 5.5 in Alignment of laminations Horizontal Stress class 24F-V8 DF/DF Tension parallel to grain Ft= 1100 lb/in2 Compression parallel to grain Fs = 1650 lb/in2 Bending about X-X axis properties (loaded perpendicular to wide faces of laminations): Positive bending Fbx_pos= 2400 lb/in2 Negative bending Fbx_neg = 2400 lb/in2 Compression perpendicular to grain Fc_perp= 650 lb/in2 Shear parallel to grain Fv= 265 lb/in2 Modulus of elasticity E = 1800000 lb/in2 Modulus of elasticity, stability calculations Emin = 950000 lb/in2 Mean shear modulus Gdef= E/ 16 = 112500 lb/in2 Bending about Y-Y axis properties (loaded parallel to wide faces of laminations): 52 44>I MEG Job: By: A Job Number: Subject: Checked By: Date: 3/30/2020 Bending Fby= 1550 lb/in2 Modulus of elasticity stability calculations Eymin = 850000 lb/in2 Member details Service condition Dry Length of span Lc, = 25 ft Length of bearing Lb = 4 in Load duration Two months Section properties Cross sectional area of member A = N x b x d = 110.00 in2 Section modulus Sx= N x b x d2/6 = 366.67 in3 Sy= d x (N x b)2/6 = 100.83 in3 Second moment of area Ix= N x b x d3/ 12 = 3666.67 in4 ly= d x (N x b)3/ 12 = 277.29 in4 Adjustment factors Load duration factor- Table 2.3.2 CD = 1.15 Temperature factor-Table 2.3.3 Ct = 1.00 Flat use factor-Table 5A Cfu = 1.07 Bearing area factor-c1.3.10.4 Cb= 1.00 Length of beam between points of zero moment Lo = 25 ft For species other than Southern Pine x = 10 Volume factor- eq.5.3-1 Cv= min((21 ft/ Lo)''x x (12 in/d)"x x (5.125 in / b)'fx, 1) = 0.93 Depth-to-breadth ratio d /(N x b) = 3.64 - Beam is fully restrained Beam stability factor- c1.3.3.3 Ct = 1.00 Bearing perpendicular to grain -c1.3.10.2 Design compression perpendicular to grain Fc_perp' = Fc_perp x Ct x Cb = 650 lb/in2 Applied compression stress perpendicular to grain fc_perp = RB_mex/(N x b x Lb) = 256 lb/in2 fc_perp/ Fc_perp = 0.394 PASS- Design compressive stress exceeds applied compressive stress at bearing Strength in bending -c1.3.3.1 Design bending stress Fb = Fbx_pos x CD x Ct x min(CL, Cv)x Cc = 2559 lb/in2 Actual bending stress fb = Mmax/ Sx= 1152 lb/in2 fb/ Fb' = 0.450 PASS-Design bending stress exceeds actual bending stress Strength in shear parallel to grain -c1.3.4.1 Design shear stress Fv. = Fv x CD x Ct= 305 lb/in2 53 > IMEG Job: By: A Job Number: Subject: Checked By: Date: 3/30/2020 Actual shear stress - eq.3.4-2 fv= 3 x F/ (2 x A) = 77 lb/in2 fv/ Fv' = 0.252 PASS-Design shear stress exceeds actual shear stress Deflection -c1.3.5.1 Modulus of elasticity for deflection E' = Ex x CME X Ct= 1800000 lb/in2 Design deflection Sadm = 0.003 x Lsi = 0.900 in Total deflection Sb s1 = 0.600 in Sb s1 /Sadm = 0.667 PASS- Total deflection is less than design deflection WOOD BEAM ANALYSIS & DESIGN (NDS) STRUCTURAL GLUED LAMINATED TIMBER(GLULAM) MEMBER ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2015 using the ASD method Tedds calculation version 1.7.08 Load Envelope-Combination 1 5 634— 0 0— A A ft I 5 I 30 I 5 I A 1 B 2 C 3 ❑ kip It Bending Moment Envelope -33.8 -33.8 -33.804— 0.904- 6.9 ft 1 5 I 30 A 1 B 2 C 3 ❑ kip, Shear Force Ern/elope 7.888— 8 7.9 6 t it .7.888— "" -6.8 -7.9 P. I 5 I 30 I 5 A 1 B 2 C 2 54 • IMEG Job: By: A Job Number: Subject: Checked By: Date: 3/30/2020 Applied loading Beam loads Dead self weight of beam x 1 Dead full UDL 200 lb/ft Snow full UDL 224 lb/ft Dead point load 2834 lb at 0.00 in Snow point load 2800 lb at 0.00 in Dead point load 2834 lb at 480.00 in Snow point load 2800 lb at 480.00 in Load combinations Load combination 1 Support A Dead x 1.00 Snow x 1.00 Span 1 Dead x 1.00 Snow x 1.00 Support B Dead x 1.00 Snow x 1.00 Span 2 Dead x 1.00 Snow x 1.00 Support C Dead x 1.00 Snow x 1.00 Span 3 Dead x 1.00 Snow x 1.00 Support D Dead x 1.00 Snow x 1.00 Analysis results Maximum moment Mmax= 16904 lb ft Mmin = -33804 'bit Design moment M = max(abs(Mmax),abs(Mmin)) = 33804 lb_ft Maximum shear Finax = 7888 lb Fmm = -7888 lb Design shear F = max(abs(Finax),abs(Fmin)) = 7888 lb Total load on member Wtot= 29297 lb Reaction at support A RA_max = 0 lb RA_min = 0 lb Unfactored dead load reaction at support A RA_Dead = 0 lb Unfactored snow load reaction at support A RA_snow= 0 lb Reaction at support B Re max = 14649 lb Re_min = 14649 lb Unfactored dead load reaction at support B RB_Dead = 7369 lb Unfactored snow load reaction at support B RB_snow= 7280 lb Reaction at support C Rc_max= 14649 lb Rc_min = 14649 lb 55 * IMEG Job: By: A Job Number: Subject: Checked By: Date: 3/30/2020 Unfactored dead load reaction at support C RC_Dead = 7369 lb Unfactored snow load reaction at support C Rc_snow= 7280 lb Reaction at support D Ro_max= 0 lb Ro_min = 0 lb Unfactored dead load reaction at support D RD_Dead =0 lb Unfactored snow load reaction at support D RD_snow=0 lb y` S I -1.i 55" 4- Glulam section details Net finished breadth of sections b = 5.5 in Net finished depth of sections d = 20 in Number of sections in member N = 1 Overall breadth of member bb= N x b = 5.5 in Alignment of laminations Horizontal Stress class 24F-V8 DF/DF Tension parallel to grain Ft= 1100 lb/in2 Compression parallel to grain Fc= 1650 lb/in2 Bending about X-X axis properties (loaded perpendicular to wide faces of laminations): Positive bending Fbx_pos= 2400 lb/in2 Negative bending Fbx_neg = 2400 lb/in2 Compression perpendicular to grain Fc_perp= 650 lb/in2 Shear parallel to grain Fv = 265 lb/in2 Modulus of elasticity E = 1800000 lb/in2 Modulus of elasticity, stability calculations Emin= 950000 lb/in2 Mean shear modulus Gdef= E/ 16= 112500 lb/in2 Bending about Y-Y axis properties (loaded parallel to wide faces of laminations): Bending Fby= 1550 lb/in2 Modulus of elasticity stability calculations Eymin = 850000 lb/in2 Member details Service condition Dry Length of span 1 Ls, = 5 ft Length of span 2 Ls2 = 30 ft Length of span 3 Ls3 = 5 ft Length of bearing Lb=4 in Load duration Ten years 56 •IMEG Job: By: A Job Number: Subject: Checked By: Date: 3/30/2020 Section properties Cross sectional area of member A = N x b x d = 110.00 in2 Section modulus Sx= N x b x d2/6 = 366.67 in3 Sy= dx (Nxb)2/6 = 100.83in3 Second moment of area IX = N x b x d3/ 12 = 3666.67 in4 ly = d x (N x b)3/ 12 = 277.29 in4 Adjustment factors Load duration factor-Table 2.3.2 Co = 1.00 Temperature factor-Table 2.3.3 Ct= 1.00 Flat use factor-Table 5A C,u = 1.07 Bearing area factor- c1.3.10.4 Cb= (Lb + 0.375 in)/ Lb = 1.09 Length of beam between points of zero moment Lo = 8.75 ft For species other than Southern Pine x = 10 Volume factor- eq.5.3-1 Cv= min((21 ft/ LoPx x (12 in/d)11z x (5.125 in /b)11 , 1) = 1.00 Depth-to-breadth ratio d /(N x b) = 3.64 Effective laterally unsupported span length le= 30 ft Slenderness ratio for bending members-eq.3.3-5 Rb= '/[le x d / (N x b)2] = 15.428 Adjusted bending design value for bending Fb* = Fbx_neg X CD X CMb x Ct X Cc= 2400 lb/in2 Adjusted modulus of elasticity for member stability Eymin' = Eymin X CME X Ct= 850000 lb/in2 Critical buckling design value for bending FbE = 1.2 x Eymir / Rb2 = 4285 lb/in2 Beam stability factor-eq.3.3-6 CL= [1 + (FbE/ Fb*)]/ 1.9 -v[([1 + (FbE/Fb*)]/ 1.9)2 - (FbE/ Fb*)/0.95] = 0.95 Bearing perpendicular to grain -c1.3.10.2 Design compression perpendicular to grain Fc_perp = Fc_perp x Ct x Cb = 711 lb/in2 Applied compression stress perpendicular to grain fc_perp= Rc_max/(N x b x Lb) = 666 lb/in2 fc_perp/ Fc_perp' = 0.937 PASS- Design compressive stress exceeds applied compressive stress at bearing Strength in bending -c1.3.3.1 Design bending stress Fb = Fbx_neg x CD x Ct x min(CL, Cv) x Cc= 2272 lb/in2 Actual bending stress fb= abs(Mmin)/Sx = 1106 lb/in2 fb/ Fb = 0.487 PASS-Design bending stress exceeds actual bending stress Strength in shear parallel to grain - c1.3.4.1 Design shear stress F„' = F, x Co x Ct= 265 lb/in2 Actual shear stress - eq.3.4-2 fv= 3 x F/(2 x A) = 108 lb/in2 57 * *4EG Job: By: A Job Number: Subject: Checked By: Date: 3/30/2020 fv/ Fv' = 0.406 PASS-Design shear stress exceeds actual shear stress Deflection -c1.3.5.1 Modulus of elasticity for deflection E' = Ex x CME x Ct= 1800000 lb/in2 Design deflection 8adrn = 0.003 x 2 x 61 = 0.360 in Total deflection Sb s1 = 0.071 in Sb s1 /Sadm = 0.196 PASS- Total deflection is less than design deflection STEEL COLUMN DESIGN (AISC360) STEEL COLUMN DESIGN In accordance with AISC360-10 and the ASD method Tedds calculation version 1.0.10 4-0.23.. 4" _ -I Column and loading details Column details Column section HSS 4x4x1/4 Design loading Required axial strength Pr = 15 kips (Compression) Moment about x axis at end 1 Mxi = 0.0 kips_ft Moment about x axis at end 2 Mx2 = 0.0 kips_ft Maximum moment about x axis Mx = max(abs(Mxi), abs(Mx2)) = 0.0 kips_ft Moment about y axis at end 1 Myi = 0.0 kips_ft 58 •IMEG Job: By: A Job Number: Subject: Checked By: Date: 3/30/2020 Moment about y axis at end 2 My2 = 0.0 kips_ft Maximum moment about y axis My = max(abs(Myi), abs(My2)) = 0.0 kips_ft Maximum shear force parallel to y axis Vry= 0.0 kips Maximum shear force parallel to x axis Vrx = 0.0 kips Material details Steel grade A500 Gr. B Yield strength Fy= 46 ksi Ultimate strength Fu = 58 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G = 11200 ksi Unbraced lengths For buckling about x axis Lx= 168 in For buckling about y axis Ly= 168 in For torsional buckling Lz= 168 in Effective length factors For buckling about x axis Kx= 1.00 For buckling about y axis Ky= 1.00 For torsional buckling KZ= 1.00 Section classification Section classification for local buckling (cl. B4) Critical flange width b = bf-3 x t = 3.301 in Critical web width h = d - 3 x t= 3.301 in Width to thickness ratio of flange (compression) a,f c = b/t = 14.167 Width to thickness ratio of web (compression) )Vw_c= h /t = 14.167 Width to thickness ratio of flange (major flexure) kf_fx= b/t = 14.167 Width to thickness ratio of web (major flexure) a.w_fx= h/t = 14.167 Width to thickness ratio of flange (minor flexure) Xf_fy = h /t = 14.167 Width to thickness ratio of web (minor flexure) Xw_y= b/t = 14.167 Compression Limit for nonslender section 7xx_c= 1.40 x ti/(E/ Fy) = 35.152 The section is nonslender in compression Slenderness Member slenderness Slenderness ratio about x axis SRx= Kx x Lx/rx = 110.5 Slenderness ratio about y axis SRy= Ky x Ly/ry= 110.5 59 e>I HE Job: By: A Job Number: Subject: Checked By: Date: 3/30/2020 Reduction factor for slender elements Reduction factor for slender elements (E7) The section does not contain any slender elements therefore:- Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (cl. E3) Elastic critical buckling stress Fex= (it2 x E)/(SRx)2 = 23.4 ksi Reduction factor Qx = Q = 1.000 Flexural buckling stress about x axis Fcrx= Qx x (0.658ax"Fy/Fex)x Fy = 20.2 ksi Nominal flexural buckling strength Pnx = Fcrx x A9 = 68.2 kips Flexural buckling about y axis (cl. E3) Elastic critical buckling stress Fey = (i(2 x E)/(SRy)2 = 23.4 ksi Reduction factor Qy = Q = 1.000 Flexural buckling stress about y axis Fcry= Qy x (0.658Qy"Fy/Fey)x Fy = 20.2 ksi Nominal flexural buckling strength Pny = Fcry x A9 = 68.2 kips Allowable compressive strength (CI. El) Safety factor for compression 1i2c = 1.67 Allowable compressive strength Pc = min(Pnx, Pny)/S2c =40.8 kips PASS- The allowable compressive strength exceeds the required compressive strength FOOTING ANALYSIS & DESIGN (ACI318) FOUNDATION ANALYSIS & DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 Tedds calculation version 3.2.09 FOOTING ANALYSIS Length of foundation Lx= 3.5 ft Width of foundation Ly= 3.5 ft Foundation area A= Lx x Ly = 12.25 ft2 Depth of foundation h = 12 in Depth of soil over foundation hsoii = 0 in Density of concrete yconc = 150.0 lb/ft3 so •IMEG Job: By: A Job Number: Subject: Checked By: Date: 3/30/2020 2.599 ksf 2 599 kst f; �-tx s a w �b [+3 �� :fit ririk4k4 3 "' . » n i t x 2.599 ksf 2.599 ksf Column no.1 details Length of column Ix, =6.00 in Width of column lY, = 6.00 in position in x-axis xi = 21.00 in position in y-axis yi = 21.00 in Soil properties Net allowable bearing pressure ganow_Net=2.5 ksf Density of soil ysoir= 120.0 Ib/ft3 Angle of internal friction ob=30.0 deg Design base friction angle Sbb= 19.3 deg Coefficient of base friction tan(&b)=0.350 Self weight Fswf= h x ycono= 150 psf Column no.1 loads Dead load in z FDz, =22.5 kips Snow load in z Fs=, =7.5 kips Footing analysis for soil and stability Load combinations per ASCE 7-10 1.0D (0.758) 'I.__ + 1.0L (0.758) 1.0D + 1.OS (0.992) 61 •IMEG Job: By: A Job Number: Subject: Checked By: Date: 3/30/2020 Combination 4 results: 1.0D + 1.0S Forces on foundation Force in z-axis Fdz=yo x A x Fswt+'to x Fozi + ys x Fszi = 31.8 kips Moments on foundation Moment in x-axis, about xis0 Max= yoxAxFs„txLx/2 +yox (Fort x xi) +ysx (Fszix xi) = 55.7 kip_ft Moment in y-axis, about y is 0 May =yoxAxFswtxLy/2 + yox (Fozixyt) +ysx (Fsztxy,) = 55.7 kip_ft Uplift verification Vertical force Fdz= 31.838 kips PASS- Foundation is not subject to uplift Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in x-axis edx= Mdx/ Fdz- Lx/2 = 0 in Eccentricity of base reaction in y-axis edy = Mdy/ Fdz- Ly/2 = 0 in Pad base pressures qi = Fdz x (1 - 6 x edx IL,- 6 x edy/ Ly)/ (Lx X Ly) = 2.599 ksf q2 = Fdz x (1 - 6 x edx/ Lx + 6 x edy/ Ly)I(Lx x Ly) = 2.599 ksf q3 = Fdz x (1 + 6 x edx/ Lx - 6 x edy/ Ly)/(Lx x Ly) = 2.599 ksf q4 = Fdz x (1 + 6 x edx/ Lx + 6 x edy/ Ly)/(Lxx Ly) = 2.599 ksf Minimum base pressure groin = min(gt,g2,q3,q4) = 2.599 ksf Maximum base pressure gmax= max(q,,g2,g3,q4) = 2.599 ksf Allowable bearing capacity Allowable bearing capacity gam=gaiiow_Net+ (h + hsoll)X Ysoil= 2.62 ksf gmax/gaIiow=0.992 PASS-Allowable bearing capacity exceeds design base pressure FOOTING DESIGN (ACI318) In accordance with AC1318-11 incorporating Errata as of August 8, 2014 Material details Compressive strength of concrete fo= 4000 psi Yield strength of reinforcement fy = 60000 psi Cover to reinforcement cnom = 3 in Concrete type Normal weight Concrete modification factor = 1.00 Column type Concrete 62 • IMEG Job: By: A Job Number: Subject: Checked By: Date: 3/30/2020 Analysis and design of concrete footing Load combinations per ASCE 7-10 1.4D (0.312) 1.2D + 1.6L + 0.5Lr (0.268) 1.2D + 1.0L + 1.6S (0.387) Combination 6 results: 1.2D + 1.0L+ 1.6S Forces on foundation Ultimate force in z-axis Fuz=yo x A x Fs,,,t+ yo x Furl +ys x Fszi =41.2 kips Moments on foundation Ultimate moment in x-axis, about xis 0 Mux =yo x A x F5„a x Lx/2 + yo x (Foz1 x xi) + ys x (Fszt x xi) = 72.1 kip_ft Ultimate moment in y-axis, about y is 0 Muy=yo x A x Fswt x Ly/2 + yo x (Foz1 x yi) + ys x (Fszi x yi) = 72.1 kip_ft Eccentricity of base reaction Eccentricity of base reaction in x-axis eux = Mux/ Fuz- Lx/2 = 0 in Eccentricity of base reaction in y-axis euy= Muy/ Fuz- Ly/2 = 0 in Pad base pressures qui = Fuz x (1 -6 x eux/ Lx- 6 x euy/ Ly)/(Lx x Ly) = 3.364 ksf qu2 = Fuz x (1 - 6x eux/ Lx + 6x euy/ Ly)/ (LxxLy) = 3.364ksf qua = Fuz x (1 + 6x eux/ Lx- 6x euy/ Ly)/ (LxxLy) = 3.364ksf qua= Fuz x (1 + 6 x eux/ Lx + 6 x euy/ Ly)/ (Lx x Ly) = 3.364 ksf Minimum ultimate base pressure qumin = min(qui,qu2,qu3,qua) = 3.364 ksf Maximum ultimate base pressure qumax= max(qu1,qu2,qu3,qua) = 3.364 ksf Shear diagram, x axis (kips) 195 -- '-94 -19.5 Moment diagram, x axis (kip_ft) t2s 0 0 `14444.1., . 17.1 63 v •IMEG Job: By: A Job Number: Subject: Checked By: Date: 3/30/2020 Moment design, x direction, positive moment Ultimate bending moment Mox max= 12.547 kip_ft Tension reinforcement provided 4 No.6 bottom bars (11.7 in c/c) Area of tension reinforcement provided Asx.bot.prov= 1.76 in2 Minimum area of reinforcement (10.5.4) As min = 0.0018 x Ly x h = 0.907 in2 PASS-Area of reinforcement provided exceeds minimum Maximum spacing of reinforcement (10.5.4) smax = min(3 x h, 18 in) = 18 in PASS-Maximum permissible reinforcement spacing exceeds actual spacing Depth to tension reinforcement d = h -cnom-(1)x.bot/2 = 8.625 in Depth of compression block a =Asx.bot.prov x fy/ (0.85 x fo x Ly) = 0.739 in Neutral axis factor R1 = 0.85 Depth to neutral axis c= a / [31 = 0.870 in Strain in tensile reinforcement (10.3.5) st= 0.003 x d / c- 0.003 = 0.02674 PASS- Tensile strain exceeds minimum required, 0.004 Nominal moment capacity Mn =Asx.bot.prov x fy x (d - a / 2) = 72.646 kip_ft Flexural strength reduction factor = min(max(0.65 + (et- 0.002)x (250/3), 0.65), 0.9) = 0.900 Design moment capacity (I)Mn = 4r x Mn = 65.382 kipft Mu.x.max/OMn = 0.192 PASS- Design moment capacity exceeds ultimate moment load One-way shear design, x direction Ultimate shear force V,,x = 9.409 kips Depth to reinforcement dv= h -cnom- t x.bot I 2 = 8.625 in Shear strength reduction factor my = 0.75 Nominal shear capacity (Eq. 11-3) Vn = 2 x A.x v'(fo x 1 psi)x Ly x dv= 45.821 kips Design shear capacity bVn = q v x V, = 34.366 kips Vux/ CpVn = 0.274 PASS- Design shear capacity exceeds ultimate shear load Shear diagram, y axis (kips) 195 4 ssrwzer a m`y -19.5 64 • IMEG Job: By: A Job Number: Subject: Checked By: Date: 3/30/2020 Moment diagram, y axis (kip_ft) 12E 0 0 17.1 Moment design, y direction, positive moment Ultimate bending moment Mu.y.max= 12.547 kip_ft Tension reinforcement provided 4 No.6 bottom bars (11.7 in c/c) Area of tension reinforcement provided Asy.hot prov= 1.76 in2 Minimum area of reinforcement (10.5.4) As.min = 0.0018 x Lx x h = 0.907 in2 PASS-Area of reinforcement provided exceeds minimum Maximum spacing of reinforcement (10.5.4) smax= min(3 x h, 18 in) = 18 in PASS- Maximum permissible reinforcement spacing exceeds actual spacing Depth to tension reinforcement d = h -cnom - ¢x bot- t y.bot/2 = 7.875 in Depth of compression block a =Asy.bot.prov X fy/ (0.85 x fox Lx) = 0.739 in Neutral axis factor (31 = 0.85 Depth to neutral axis c= a/R1 = 0.870 in Strain in tensile reinforcement (10.3.5) et= 0.003 x d/c-0.003 = 0.02416 PASS- Tensile strain exceeds minimum required, 0.004 Nominal moment capacity Mn =Asy.bot prov x fy x (d - a/2) = 66.046 kip_ft Flexural strength reduction factor br= min(max(0.65 + (Et- 0.002)x (250/3), 0.65), 0.9) = 0.900 Design moment capacity OMn = x Mn = 59.442 kip_ft Mu.y.max/(¢Mn = 0.211 PASS-Design moment capacity exceeds ultimate moment load One-way shear design, y direction Ultimate shear force Vo y= 9.409 kips Depth to reinforcement dv= h - cnom- 41x.bot-4y.bot/2 = 7.875 in Shear strength reduction factor $v = 0.75 Nominal shear capacity (Eq. 11-3) Vn = 2 x X x v(fo x 1 psi)x Lx x dv = 41.837 kips Design shear capacity OVn = Ov x Vn = 31.378 kips Vuy/OVn = 0.300 PASS- Design shear capacity exceeds ultimate shear load Two-way shear design at column 1 Depth to reinforcement dv2 = 8.25 in Shear perimeter length (11.11.1.2) Ixp = 14.250 in