8x 8 Full Scale Shear Wall Test Wall

8’x 8’ Full Scale Shear Wall Test

Wall Detail NOT TO SCALE LVDT 3 1232 BMW-100 K SN: 105419 A LVDT 1 HR 3000 SN: 1970 LVDT 2 GCA 121 -125 SN: 4083

Shear Wall Correlation Model Constant Shear Applied Double Stud on Ends • Double Top Plate • Single Bottom Plate • All frame moments released at ends • Each Layer modeled separately Roller Support Spring w/ Vertical Stiffness only Spring w/ Lateral Stiffness (nailing)

Load vs Top Disp 7000 6000 5000 Load (Lbs) 4000 Wall 1 Load vs Disp Wall 2 Load vs Disp 3000 2000 1000 0 0 1 2 3 Deflection (in) 4 5 6

Wall 3 Load vs Top Disp 7000 6000 5000 Load (Lbs) 4000 Wall 1 Load vs Disp Wall 2 Load vs Disp 3000 Wall 3 Load vs Disp 2000 1000 0 0 1 2 3 Deflection (in) 4 5 6

Load vs Bot Disp 7000 6000 5000 Load (Lbs) 4000 Wall 1 Load vs Disp Wall 2 Load vs Disp 3000 2000 1000 0 0 0. 005 0. 015 0. 02 Deflection (in) 0. 025 0. 035

Wall 3 Load vs Bot Disp 7000 6000 5000 Load (Lbs) 4000 Wall 1 Load vs Disp Wall 2 Load vs Disp 3000 Wall 3 Load vs Disp 2000 1000 0 0 0. 005 0. 015 0. 02 Deflection (in) 0. 025 0. 035

Load vs Uplift 7000 6000 5000 Load (Lbs) 4000 Wall 1 Load vs Disp Wall 2 Load vs Disp 3000 2000 1000 0 0 0. 2 0. 4 0. 6 Deflection (in) 0. 8 1 1. 2 1. 4

Wall 3 Load vs Uplift 7000 6000 5000 Load (Lbs) 4000 Wall 1 Load vs Disp Wall 2 Load vs Disp 3000 Wall 3 Load vs Disp 2000 1000 0 0 0. 2 0. 4 0. 6 Deflection (in) 0. 8 1 1. 2 1. 4

This method utilizes test data to compute the actual racking shear stiffness

This method computes theoretical wall stiffness. ALL VALUES ARE ASSUMED FROM THE NDS EXEPT ACHORAGE ELONGATION.

Evaluation using NDS Equation… Theoretical Actual Test NDS Diff. K (kip/in) % Wall 1 A 16. 40 16. 56 0. 94 Wall 2 14. 54 13. 68 -6. 31 Wall 3 14. 22 -0. 10

Resulting Stiffness of Shear Wall Sections Summary of G 12 (ksi) - Correlation and NDS (NDS SDPWS Eq. 4. 31) T 1 -11 Gypsum Nail Spacing 6" 7" 0'-9. 25" G 12 (ksi) 1'-10. 5" G 12 (ksi) 2'-2. 75" G 12 (ksi) 2'-8. 25" G 12 (ksi) 7'-0" G 12 (ksi) 9'-4. 5" G 12 (ksi) 10'-0" G 12 (ksi) 13'-10" G 12 (ksi) 1. 06 5. 87 7. 90 10. 53 28. 08 31. 48 31. 95 33. 72 0. 00 1. 14 1. 56 2. 13 7. 38 8. 98 9. 29 10. 44 55'-5" G 12 (ksi) V 1 V 2 V 3 G 23 (ksi) G 13 (ksi) 33. 22 0. 20 81. 1 10. 33 0. 30 66. 6

Foundation Configuration Foundation 1: • 16 steel straps modeled using tension only frame elements • 2 straps at ea. Corner, rest evenly spaced along perimeter • CMU under joist mid-span, perimeter and marriage line G 60 Galv Strap all North W ll Wa h t u So CMU PEIRS G 60 Galv Straps

Foundation Configuration Foundation 2 • LSTHD 8 hold-downs at columns and corners • MASA hold-downs (4 at ea. Corner, 2 at ea. End wall column) • Center columns connected to foundation by LSTHD 8 • CMU under joist mid-span and marriage line MASA ll North Wa LSTHD 8 all W h t Sou LSTHD 8 MASA Hold-Downs

Foundation Configuration Foundation 3 • LSTHD 8 hold-downs at columns and corners • MASA hold-downs (4 at ea. Corner, 2 at ea. End wall column) • MASA hold-downs along perimeter at 8’ o. c. • Center columns connected to foundation by LSTHD 8 • CMU under joist mid-span and marriage line all North W t u o S MASA Hold-Downs w/ 4 x 6 DF Posts all

Foundation Configuration Foundation 4 • Identical to Foundation 3 except: • MASA hold-downs evenly spread about perimeter at 6’ o. c. in strip footing • MASA hold-downs no longer at corners and end-walls MASA Hold-Downs w/ 4 x 6 DF Posts

MASA and LSTHD 8 Modeling • MASA (Spring) • In plane stiffness: 19. 87 kip/in • Out of plane stiffness: 12. 64 kip/in • Tensile stiffness: 11. 10 kip/in • Compressive stiffness: Adjacent Post Axial Stiffness (EA/L) • E is concrete MOE • LSTHD 8 (Spring) • In plane stiffness: 0 kip/in • Out of plane stiffness: 0 kip/in • Tensile stiffness: 592. 17 kip/in • Compressive stiffness: Adjacent Post Axial Stiffness (EA/L) • E is Concrete MOE

Foundation 1, NWA 0. 6 D+0. 6 W Location and Reactions in the z (kip) -400 -300 -200 x (in) -100 0 100 200 300 400 200 North 0. 0 -1. 0 0. 0 -0. 1 0. 0 -0. 3 0. 0 500 0. 0 -0. 3 0. 0 -1. 3 0. 0 150 100 0. 0 0. 0 50 -0. 7 0. 0 0. 2 0. 4 0. 0 0. 4 0. 00. 0 -0. 6 y(in) -500 Direction of Lateral Wind Load 0 -50 0. 0 0. 2 0. 0 -100 -1. 7 -0. 2 2. 1 1. 0 0. 4 -1. 8 1. 3 0. 1 0. 5 -1. 9 1. 4 0. 2 0. 0 0. 5 -2. 2 1. 6 -2. 2 0. 0 0. 2 0. 8 2. 0 -150 South -200

Foundation 1, Maximum Load in Ties Direction of Lateral Wind Load x (in) -500 -400 -300 -200 -100 0 100 200 300 400 200 North 2. 11 2. 80 2. 77 2. 82 500 3. 08 2. 10 3. 07 150 100 2. 27 2. 25 y(in) 50 0 -50 -100 2. 11 2. 79 2. 76 2. 78 3. 11 2. 09 3. 06 -150 South -200 • Maximum Stress: 70. 3 ksi Max Allowable Stress: 77. 2 ksi

Foundation 2, NWA 0. 6 D+0. 6 W x (in) Location and Reactions in the z (Kip) -400 -300 -200 -100 0 100 200 300 400 -1. 4 500 250 North 200 -0. 1 -0. 2 0. 0 0. 4 -0. 1 -1. 2 0. 0 0. 2 0. 1 0. 2 0. 5 150 100 50 0. 0 -1. 5 0. 0 0. 2 0. 1 -1. 9 -2. 0 0. 1 0. 2 0. 0 -1. 1 0. 0 y(in) -500 Direction of Lateral Wind Load 0 -50 0. 3 0. 0 0. 2 0. 3 0. 2 0. 4 0. 2 0. 3 0. 2 0. 0 1. 20. 0 0. 3 0. 0 1. 2 -100 -150 -200 South -250

Foundation 2, Maximum Uplift in Hold-downs Location and Reactions in the z -400 -300 -200 -100 0 North 100 200 300 400 500 250 200 -1. 354 -0. 084 -0. 152 -0. 039 -0. 154 -0. 085 -1. 355 -0. 039 -0. 040 150 100 50 -0. 015 -1. 499 -0. 018 -0. 015 -1. 415 -0. 015 -1. 982 -1. 970 y(in) -500 x (in) Direction of Lateral Wind Load 0 -50 -100 -0. 045 -0. 047 -0. 102 -0. 062 -1. 512 -0. 052 -0. 048 -1. 542 -0. 102 -0. 062 -150 -200 South -250 Tie Down Uplift (kip) Allowable (kip) Utilization MASA 0. 154 0. 97 0. 159 LSTHD 8 1. 98 4. 75 0. 417

Foundation 3, NWA 0. 6 D+0. 6 W Location and Reactions in the z (Kip) -400 -300 -200 x (in) -100 0 North 100 200 300 400 500 250 200 -1. 126 -0. 007 0. 269 -0. 206 0. 221 -0. 211 0. 295 -0. 200 0. 291 -0. 183 0. 265 -0. 153 0. 407 0. 408 -0. 175 0. 266 -0. 185 0. 293 -0. 185 0. 300 -0. 165 0. 217 -0. 961 -0. 005 0. 408 150 100 50 -0. 013 -1. 420 0. 000 -0. 018 0. 165 0. 200 0. 179 0. 214 -1. 957 -1. 9600. 069 -1. 831 -1. 855 0. 213 0. 177 0. 192 0. 168 -0. 006 -1. 008 0. 000 -0. 010 y(in) -500 Direction of Lateral Wind Load 0 -50 0. 032 0. 000 0. 878 0. 152 0. 088 0. 163 0. 087 0. 159 0. 052 0. 123 0. 122 0. 259 0. 162 0. 169 0. 121 0. 119 0. 158 0. 039 0. 166 0. 115 0. 147 0. 133 0. 143 0. 000 0. 904 -100 -150 -200 South -250

Foundation 3, Maximum Uplift in Hold-downs Location and Reactions in the z -400 -300 -200 x (in) -100 0 100 200 300 400 North 500 250 200 -1. 126 -0. 207 -0. 211 -0. 200 -0. 183 -0. 155 -0. 183 -0. 200 -0. 211 -0. 208 -1. 130 -0. 022 150 100 50 -1. 957 -1. 973 -0. 020 -1. 420 -0. 019 y(in) -500 Direction of Lateral Wind Load 0 -0. 021 -50 -0. 030 -1. 301 -0. 027 -0. 143 -0. 211 -0. 178 -0. 134 -0. 135 -0. 179 -0. 212 -0. 210 -0. 144 -1. 269 -100 -150 -200 South -250 Tie Down Uplift (kip) Allowable (kip) Utilization MASA 0. 26 0. 97 0. 268 LSTHD 8 1. 96 4. 75 0. 413

Foundation 4, NWA 0. 6 D+0. 6 W Location and Reactions in the z (Kip) -400 -300 -200 x (in) -100 0 North 100 200 300 400 500 250 200 -1. 126 -0. 007 0. 269 -0. 206 0. 221 -0. 211 0. 295 -0. 200 0. 291 -0. 183 0. 265 -0. 153 0. 407 0. 408 -0. 175 0. 266 -0. 185 0. 293 -0. 185 0. 300 -0. 165 0. 217 -0. 961 -0. 005 0. 408 150 100 50 -0. 013 -1. 420 0. 000 -0. 018 0. 165 0. 200 0. 179 0. 214 -1. 957 -1. 960 0. 069 -1. 831 -1. 8550. 069 0. 213 0. 177 0. 192 0. 168 -0. 006 -1. 008 0. 000 -0. 010 y(in) -500 Direction of Lateral Wind Load 0 -50 0. 032 0. 000 0. 878 0. 152 0. 088 0. 163 0. 087 0. 159 0. 052 0. 123 0. 122 0. 259 0. 162 0. 169 0. 121 0. 119 0. 158 0. 039 0. 166 0. 115 0. 147 0. 133 0. 143 0. 000 0. 904 -100 -150 -200 South -250

Foundation 4, Maximum Uplift in Hold-downs Location and Reactions in the z -400 -300 -200 x (in) -100 0 100 North 200 300 400 500 250 200 -1. 126 -0. 207 -0. 211 -0. 200 -0. 183 -0. 155 -0. 183 -0. 200 -0. 211 -0. 208 -0. 012 -1. 130 -0. 022 150 100 50 -1. 957 -1. 973 -0. 020 -1. 420 -0. 019 -1. 344 -0. 021 y(in) -500 Direction of Lateral Wind Load 0 -50 -0. 030 -1. 301 -0. 027 -0. 143 -0. 211 -0. 178 -0. 134 -0. 135 -0. 179 -0. 212 -0. 210 -0. 144 -1. 269 -100 -150 -200 South -250 Tie Down Uplift (kip) Allowable (kip) Utilization MASA 0. 21 0. 97 0. 216 LSTHD 8 1. 97 4. 75 0. 415

Deflection Node 127 Node 6 Node 243 Node 282 Node 242 Node 49 Node 88 Node 3 Node 2 -2 Node 1 -2 Node 87

Foundation 1 Joint Output. Case. Type Step. Type U 1 U 2 U 3 Text in in in 3 All Cases Combination Max 0. 118231 0. 177305 0. 106293 3 All Cases Combination Min -0. 114365 -0. 177226 -0. 01436 6 All Cases Combination Max 0. 107923 0. 175715 0. 094023 6 All Cases Combination Min -0. 104112 -0. 181298 -0. 014478 49 All Cases Combination Max 0. 100175 0. 187891 0. 057475 49 All Cases Combination Min -0. 117339 -0. 189161 -0. 002135 87 All Cases Combination Max 0. 091179 0. 129726 0. 100612 87 All Cases Combination Min -0. 097601 -0. 129852 -0. 014822 88 All Cases Combination Max 0. 09166 0. 127751 0. 09933 88 All Cases Combination Min -0. 095789 -0. 131605 -0. 015075 1 -2 All Cases Combination Max 0. 096889 0. 114659 0. 105966 1 -2 All Cases Combination Min -0. 091969 -0. 1151 -0. 013532 127 All Cases Combination Max 0. 108477 0. 198315 0. 216964 127 All Cases Combination Min -0. 109039 -0. 197616 -0. 000209 2 -2 All Cases Combination Max 0. 096284 0. 112697 0. 094012 2 -2 All Cases Combination Min -0. 091181 -0. 116695 -0. 013928 242 All Cases Combination Max 0. 111903 0. 192852 0. 101061 242 All Cases Combination Min -0. 120644 -0. 195129 -0. 015791 243 All Cases Combination Max 0. 104406 0. 191929 0. 099452 243 All Cases Combination Min -0. 107828 -0. 198465 -0. 015676 282 All Cases Combination Max 0. 116821 0. 203937 0. 058275 282 All Cases Combination Min -0. 10063 -0. 207705 -0. 00203

Foundation 2 Joint Output. Case. Type Step. Type U 1 U 2 U 3 Text in in in 3 All Cases Combination Max 0. 041537 0. 088293 0. 007213 3 All Cases Combination Min -0. 037907 -0. 087149 -0. 008291 6 All Cases Combination Max 0. 038949 0. 088208 0. 006044 6 All Cases Combination Min -0. 035963 -0. 088977 -0. 007459 49 All Cases Combination Max 0. 03818 0. 09127 0. 00418 49 All Cases Combination Min -0. 045563 -0. 090943 -0. 001438 87 All Cases Combination Max 0. 026549 0. 053673 0. 005646 87 All Cases Combination Min -0. 027758 -0. 053303 -0. 006397 1 -2 All Cases Combination Max 0. 027781 0. 053617 0. 005752 1 -2 All Cases Combination Min -0. 026516 -0. 053254 -0. 006406 127 All Cases Combination Max 0. 039491 0. 103783 0. 008429 127 All Cases Combination Min -0. 039192 -0. 102474 -0. 001721 2 -2 All Cases Combination Max 0. 02846 0. 053447 0. 005107 2 -2 All Cases Combination Min -0. 02736 -0. 053627 -0. 006175 242 All Cases Combination Max 0. 037999 0. 088648 0. 007165 242 All Cases Combination Min -0. 041648 -0. 087809 -0. 008353 243 All Cases Combination Max 0. 036215 0. 088799 0. 006198 243 All Cases Combination Min -0. 038992 -0. 089153 -0. 007606 282 All Cases Combination Max 0. 045865 0. 092407 0. 00398 282 All Cases Combination Min -0. 037904 -0. 091894 -0. 00142

Foundation 3 Joint Output. Case. Type Step. Type U 1 U 2 U 3 Text in in in 3 All Cases Combination Max 0. 029365 0. 07406 0. 005964 3 All Cases Combination Min -0. 027742 -0. 072346 -0. 004868 6 All Cases Combination Max 0. 027888 0. 073171 0. 00497 6 All Cases Combination Min -0. 024335 -0. 074248 -0. 004378 49 All Cases Combination Max 0. 024305 0. 076505 0. 004034 49 All Cases Combination Min -0. 03484 -0. 076006 -0. 000944 87 All Cases Combination Max 0. 016081 0. 042633 0. 004368 87 All Cases Combination Min -0. 018073 -0. 042725 -0. 003774 1 -2 All Cases Combination Max 0. 016695 0. 042237 0. 00414 1 -2 All Cases Combination Min -0. 017829 -0. 042947 -0. 003486 127 All Cases Combination Max 0. 017974 0. 042983 0. 004698 127 All Cases Combination Min -0. 015894 -0. 042717 -0. 003775 2 -2 All Cases Combination Max 0. 027962 0. 087061 0. 008192 2 -2 All Cases Combination Min -0. 028749 -0. 087253 -0. 000118 242 All Cases Combination Max 0. 018092 0. 042635 0. 004159 242 All Cases Combination Min -0. 016573 -0. 043029 -0. 003521 243 All Cases Combination Max 0. 026109 0. 071702 0. 005604 243 All Cases Combination Min -0. 032063 -0. 072955 -0. 004888 282 All Cases Combination Max 0. 024628 0. 07122 0. 00507 282 All Cases Combination Min -0. 028101 -0. 074246 -0. 004387

Foundation 4 Joint Output. Case. Type Step. Type U 1 U 2 U 3 Text in in in 3 All Cases Combination Max 0. 027134 0. 078521 0. 005961 3 All Cases Combination Min -0. 023142 -0. 07732 -0. 004494 6 All Cases Combination Max 0. 024892 0. 077638 0. 004904 6 All Cases Combination Min -0. 021379 -0. 079178 -0. 004246 49 All Cases Combination Max 0. 020467 0. 080987 0. 003999 49 All Cases Combination Min -0. 030611 -0. 08096 -0. 000954 87 All Cases Combination Max 0. 013257 0. 048132 0. 004579 87 All Cases Combination Min -0. 015368 -0. 047851 -0. 003458 1 -2 All Cases Combination Max 0. 013774 0. 047713 0. 004074 1 -2 All Cases Combination Min -0. 015037 -0. 048061 -0. 003345 127 All Cases Combination Max 0. 015391 0. 048127 0. 004691 127 All Cases Combination Min -0. 013152 -0. 047847 -0. 003468 2 -2 All Cases Combination Max 0. 025101 0. 092578 0. 008223 2 -2 All Cases Combination Min -0. 024791 -0. 091906 -0. 000101 242 All Cases Combination Max 0. 015234 0. 047768 0. 004079 242 All Cases Combination Min -0. 013652 -0. 048129 -0. 00338 243 All Cases Combination Max 0. 023154 0. 078772 0. 00589 243 All Cases Combination Min -0. 027262 -0. 07801 -0. 004495 282 All Cases Combination Max 0. 021467 0. 078285 0. 005012 282 All Cases Combination Min -0. 024996 -0. 079268 -0. 004246

Member of Interest Stresses Ridge Beam Col. 4 Col. 2 Col. 3 Joist 20 Joist 263 Col. 1 Joist 260 Joist 459

Foundation 1 Column Demands Col 1 Col 2 Col 3 Col 4 x (in) -381. 25 0 0 381. 25 y (in) 0 1. 5 -1. 5 0 length (in) xp(in) 123. 75 96. 375 123. 5 n/a 123. 75 96. 375 Load (lbs) T C 1093 -423 1385 -152 1363 -155 1131 -425 Axial Stress (psi) Area (in 2) T C 38. 5 28. 4 -11. 0 2. 1094 657 -72. 1094 646 -73. 5 38. 5 29. 4 -11. 0 28 657 646 29 xn(in) 96. 375 n/a 96. 375 Weak Axis Moment (lb-in) Weak axis pos neg I (in 4) y (in) 606 -6013 97. 0521 2. 75 0 0 2. 7933 1. 5 6586 -1158 97. 0521 2. 75 Bending Stress (psi) Max Bending Stress pos neg psi 17. 17 -170 0 0 0 187 -32. 81 187 xn(in) 96. 375 n/a 96. 375 Strong Axis Moment (lb-in) Strong axis pos neg I (in 4) y (in) 4694 -3120 157. 2083 3. 5 0 0 2. 7933 1. 5 4696 -4622 157. 2083 3. 5 Bending Stress (psi) Max Bending Stress pos neg psi 104. 5 -69. 5 104. 5 0 0 0 104. 5 -102. 9 104. 5

Foundation 1 Ridge Beam Demands Ridge Beam Load (lbs) T C 551 -2865 length (in) xp(in) Ridge Beam 774. 5 387. 25 length (in) xp(in) Ridge Beam 774. 5 768. 5 Area (in 2) 72 Axial Stress (psi) T C 7. 7 -39. 8 40 xn(in) 648. 5 Strong Axis Moment (lb-in) pos neg I (in 4) 42844 -47720 3456 xn(in) 6 Weak Axis Moment (lb-in) pos neg I (in 4) 820 -1699 54 y (in) 12 Bending Stress (psi) Max Bending Stress pos neg psi 148. 7639 -165. 6944 166 y (in) 1. 5 Bending Stress (psi) Max Bending Stress pos neg psi 22. 77778 -47. 19444 47. 2

Foundation 1 Rim Joist Demands 260 - S 263 - E 20 - N 261 -W 459 -Center Load (lbs) T C 271 -752 414 -439 224 -271 411 -492 54 -865 Rim Joist ID length (in) 260 - S 762. 5 263 - E 328. 5 20 - N 762. 5 261 -W 328. 5 459 -Center 762. 5 xp(in) 575. 25 308. 5 474. 5 xp(in) 575. 25 308. 5 187. 25 20. 25 746. 5 10. 875 21. 75 Axial Stress (psi) T C 24. 9 -69. 1 19. 0 -20. 2 20. 6 -24. 9 18. 9 -22. 6 2. 5 -39. 8 xn(in) 586. 5 164. 25 381. 25 Strong Axis Moment (lb-in) pos neg I (in 4) 6695 -4737 47. 6348 6025 -5117 95. 2695 6446 -4675 47. 6348 5772 -5108 95. 2695 5905 -24161 95. 2695 xn(in) 570. 5 164. 25 192 164. 25 394. 5 Weak Axis Moment (lb-in) pos neg I (in 4) 1434 -1243 2. 0391 3008 -2284 16. 3125 1421 -1230 2. 0391 3027 -1947 16. 3125 24 -27 16. 3125 Area (in 2) 69 20 25 23 40 y (in) 3. 625 Bending Stress (psi) Max Bending Stress pos neg psi 509 -360 509 229 -195 229 491 -356 491 220 -194 220 225 -919 y (in) 0. 75 1. 5 Bending Stress (psi) Max Bending Stress pos neg psi 527 -457 527 277 -210 277 523 -452 523 278 -179 278 2 -2 2. 48

Foundation 2 Column Demands Col 1 Col 2 Col 3 Col 4 x (in) -381. 25 0 0 381. 25 y (in) 0 1. 5 -1. 5 0 length (in) xp(in) 123. 75 96. 375 123. 5 n/a 123. 75 96. 375 Load (lbs) T C 1195 -471 2538 -890 2535 -963 1246 -575 Area (in 2) 38. 5 2. 1094 38. 5 Axial Stress (psi) T C 31. 0 -12. 2 1203 -421. 9 1202 -456. 5 32. 4 -14. 9 31 1203 1202 32 xn(in) 96. 375 n/a 96. 375 Weak Axis Moment (lb-in) Weak axis pos neg I (in 4) y (in) 1060 -5643 97. 0521 2. 75 0 0 2. 7933 1. 5 4796 -2009 97. 0521 2. 75 Bending Stress (psi) Max Bending Stress pos neg psi 30. 04 -160 0 0 0 136 -56. 93 136 xn(in) 96. 375 n/a 96. 375 Strong Axis Moment (lb-in) Strong axis pos neg I (in 4) y (in) 3299 -2821 157. 2083 3. 5 0 0 2. 7933 1. 5 3729 -3539 157. 2083 3. 5 Bending Stress (psi) Max Bending Stress pos neg psi 73. 4 -62. 8 73. 4 0 0 0 83. 0 -78. 8 83. 0

Foundation 2 Ridge Beam Demands Ridge Beam Load (lbs) T C 2743 -2728 length (in) xp(in) Ridge Beam 774. 5 387. 25 length (in) xp(in) Ridge Beam 774. 5 768. 5 Area (in 2) 72 Axial Stress (psi) T C 38. 1 -37. 9 38 xn(in) 648. 5 Strong Axis Moment (lb-in) pos neg I (in 4) 113512 -49776 3456 xn(in) 6 Weak Axis Moment (lb-in) pos neg I (in 4) 940 -1552 54 y (in) 12 Bending Stress (psi) Max Bending Stress pos neg psi 394. 1389 -172. 8333 394 y (in) 1. 5 Bending Stress (psi) Max Bending Stress pos neg psi 26. 11111 -43. 11111 43. 1

Foundation 2 Rim Joist Demands 260 - S 263 - E 20 - N 261 -W 459 -Center Load (lbs) T C 445 -461 188 -279 728 -1118 190 -261 69 -204 Rim Joist ID length (in) 260 - S 762. 5 263 - E 328. 5 20 - N 762. 5 261 -W 328. 5 459 -Center 762. 5 xp(in) 575. 25 308. 5 474. 5 xp(in) 575. 25 308. 5 187. 25 20. 25 746. 5 Area (in 2) 10. 875 21. 75 Axial Stress (psi) T C 40. 9 -42. 4 8. 6 -12. 8 66. 9 -102. 8 8. 7 -12. 0 3. 2 -9. 4 42 13 103 12 9 xn(in) 586. 5 164. 25 381. 25 Strong Axis Moment (lb-in) pos neg I (in 4) 3312 -2900 47. 6348 2209 -2220 95. 2695 3001 -2286 47. 6348 2200 -2280 95. 2695 6996 -2206 95. 2695 xn(in) 570. 5 164. 25 192 164. 25 394. 5 Weak Axis Moment (lb-in) pos neg I (in 4) 139 -113 2. 0391 468 -451 16. 3125 132 -179 2. 0391 470 -446 16. 3125 22 -22 16. 3125 y (in) 3. 625 Bending Stress (psi) Max Bending Stress pos neg psi 252 -221 252 84 -84 84 228 -174 228 84 -87 87 266 -84 266 y (in) 0. 75 1. 5 Bending Stress (psi) Max Bending Stress pos neg psi 51 -42 51 43 -41 43 49 -66 66 43 -41 43 2 -2 2. 02

Foundation 3 Column Demands Col 1 Col 2 Col 3 Col 4 x (in) -381. 25 0 0 381. 25 y (in) 0 1. 5 -1. 5 0 length (in) xp(in) 123. 75 96. 375 123. 5 n/a 123. 75 96. 375 Load (lbs) T C 1174 -124 2306 -137 2291 -141 1188 -398 Area (in 2) 38. 5 2. 1094 38. 5 Axial Stress (psi) T C 30. 5 -3. 2 1093 -64. 9 1086 -66. 8 30. 9 -10. 3 30 1093 1086 31 xn(in) 96. 375 n/a 96. 375 Weak Axis Moment (lb-in) Weak axis pos neg I (in 4) y (in) 362 -5582 97. 0521 2. 75 0 0 2. 7933 1. 5 4738 -1330 97. 0521 2. 75 Bending Stress (psi) Max Bending Stress pos neg psi 10. 26 -158 0 0 0 134 -37. 69 134 xn(in) 96. 375 n/a 96. 375 Strong Axis Moment (lb-in) Strong Axis pos neg I (in 4) y (in) 2902 -2359 157. 2083 3. 5 0 0 2. 7933 1. 5 3244 -2803 157. 2083 3. 5 Bending Stress (psi) Max Bending Stress pos neg psi 64. 6 -52. 5 64. 6 0 0 0 72. 2 -62. 4 72. 2

Foundation 3 Ridge Beam Demands Ridge Beam Load (lbs) T C 2639 -2755 length (in) xp(in) Ridge Beam 774. 5 387. 25 length (in) Ridge Beam 774. 5 xp(in) 768. 5 Area (in 2) 72 Axial Stress (psi) T C 36. 7 -38. 3 38 xn(in) 648. 5 Strong Axis Moment (lb-in) pos neg I (in 4) 110490 -49205 3456 xn(in) 6 Weak Axis Moment (lb-in) pos neg I (in 4) 679 -1419 54 y (in) 12 Bending Stress (psi) Max Bending Stress pos neg psi 383. 6458 -170. 8507 384 y (in) 1. 5 Bending Stress (psi) Max Bending Stress pos neg psi 18. 86111 -39. 41667 39. 4

Foundation 3 Rim Joist Demands 260 - S 263 - E 20 - N 261 -W 459 -Center Load (lbs) T C 311 -238 112 -240 432 -282 110 -206 42 -224 Rim Joist ID length (in) 260 - S 762. 5 263 - E 328. 5 20 - N 762. 5 261 -W 328. 5 459 -Center 762. 5 xp(in) 575. 25 308. 5 474. 5 xp(in) 575. 25 308. 5 187. 25 20. 25 746. 5 Area (in 2) 10. 875 21. 75 Axial Stress (psi) T C 311. 0 -238. 0 114. 0 -216. 0 39. 7 -25. 9 5. 1 -9. 5 1. 9 -10. 3 311 216 40 9 10 xn(in) 586. 5 164. 25 381. 25 Strong Axis Moment (lb-in) pos neg I (in 4) 1559 -2218 47. 6348 1964 -2050 95. 2695 643 -1769 47. 6348 1965 -2082 95. 2695 6273 -2433 95. 2695 xn(in) 570. 5 164. 25 192 164. 25 394. 5 Weak Axis Moment (lb-in) pos neg I (in 4) 104 -94 2. 0391 451 -462 16. 3125 117 -158 2. 0391 153 -459 16. 3125 12 -12 16. 3125 y (in) 3. 625 Bending Stress (psi) Max Bending Stress pos neg psi 119 -169 75 -78 78 49 -135 75 -79 79 239 -93 239 y (in) 0. 75 1. 5 Bending Stress (psi) Max Bending Stress pos neg psi 38 -35 38 41 -42 42 43 -58 58 14 -42 42 1 -1 1. 10

Foundation 4 Column Demands Col 1 Col 2 Col 3 Col 4 x (in) -381. 25 0 0 381. 25 y (in) 0 1. 5 -1. 5 0 length (in) xp(in) 123. 75 96. 375 123. 5 n/a 123. 75 96. 375 Load (lbs) T C 1168 -308 2272 -131 2290 -134 1178 -397 Area (in 2) 38. 5 2. 1094 38. 5 Axial Stress (psi) T C 30. 3 -8. 0 1077 -62. 1 1086 -63. 5 30. 6 -10. 3 30 1077 1086 31 xn(in) 96. 375 n/a 96. 375 Weak Axis Moment (lb-in) Weak axis pos neg I (in 4) y (in) 383 -5590 97. 0521 2. 75 0 0 2. 7933 1. 5 4745 -1333 97. 0521 2. 75 Bending Stress (psi) Max Bending Stress pos neg psi 10. 85 -158 0 0 0 134 -37. 77 134 xn(in) 96. 375 n/a 96. 375 Strong Axis Moment (lb-in) Strong axis pos neg I (in 4) y (in) 2874 -2241 157. 2083 3. 5 0 0 2. 7933 1. 5 3222 -2937 157. 2083 3. 5 Bending Stress (psi) Max Bending Stress pos neg psi 64. 0 -49. 9 64. 0 0 0 0 71. 7 -65. 4 71. 7

Foundation 4 Ridge Beam Demands Ridge Beam Load (lbs) T C 2602 -2745 length (in) xp(in) Ridge Beam 774. 5 387. 25 length (in) xp(in) Ridge Beam 774. 5 768. 5 (in 2) Area 72 Axial Stress (psi) T C 36. 1 -38. 1 38 xn(in) 648. 5 Strong Axis Moment (lb-in) pos neg I (in 4) 110794 -48888 3456 xn(in) 6 Weak Axis Moment (lb-in) pos neg I (in 4) 665 -1405 54 y (in) 12 Bending Stress (psi) Max Bending Stress pos neg psi 384. 7014 -169. 75 385 y (in) 1. 5 Bending Stress (psi) Max Bending Stress pos neg psi 18. 47222 -39. 02778 39. 0

Foundation 4 Rim Joist Demands 260 - S 263 - E 20 - N 261 -W 459 -Center Load (lbs) T C 204 -201 101 -198 362 -251 101 -184 42 -234 (in 2) Area 10. 875 21. 75 Axial Stress (psi) T C 18. 8 -18. 5 4. 6 -9. 1 33. 3 -23. 1 4. 6 -8. 5 1. 9 -10. 8 19 9 33 8 11 Strong Axis Bending Stress (psi) Moment (lb-in) Rim Joist ID 260 - S 263 - E 20 - N 261 -W 459 -Center length (in) 762. 5 328. 5 762. 5 xp(in) 575. 25 308. 5 474. 5 xn(in) 586. 5 164. 25 381. 25 pos 935 1963 894 1961 6183 neg -1844 -2028 -1751 -2047 -2424 I (in 4) 47. 6348 95. 2695 y (in) 3. 625 pos 71 75 68 75 235 neg -140 -77 -133 -78 -92 Max Bending Stress psi 140 77 133 78 235 Weak Axis Bending Stress (psi) Moment (lb-in) length Rim Joist ID (in) 260 - S 762. 5 263 - E 328. 5 20 - N 762. 5 261 -W 328. 5 459 -Center 762. 5 xp(in) 575. 25 308. 5 187. 25 20. 25 746. 5 xn(in) 570. 5 164. 25 192 164. 25 394. 5 pos 163 440 117 442 1 neg -140 -444 -160 -444 -11 I (in 4) 2. 0391 16. 3125 y (in) 0. 75 1. 5 pos 60 40 43 41 0 neg -51 -41 -59 -41 -1 Max Bending Stress psi 60 41 59 41 1. 01

Foundation 1 In-Plane Stress Map (psi)

Foundation 2 In-Plane Stress Map (psi)

C&C Loading (Uplift Trib. Area over Columns as requested), psf

C&C Loading (Foundation 1, Net Uplift at Endwall Columns) Col 1 Col 4 x (in) -381. 25 y (in) 0 0 Load (lbs) T 2177 2284 Uplift load resisted by other straps not underneath columns resulting in lower tensile demands C&C Loading (Foundation 1, Moment Demand in Ridge Beam) length (in) xp(in) Ridge Beam 774. 5 387. 25 length (in) xp(in) Ridge Beam 774. 5 768. 5 xn(in) 648. 5 Strong Axis Moment (lb-in) pos neg I (in 4) 111600 -45000 3456 xn(in) 6 Weak Axis Moment (lb-in) pos neg I (in 4) 925 -300 54 y (in) 12 Bending Stress (psi) Max Bending Stress pos neg psi 387. 5 -156. 25 388 y (in) 1. 5 Bending Stress (psi) Max Bending Stress pos neg psi 25. 69444 -8. 333333 25. 7

C&C Loading (Foundation 2, Net Uplift at Endwall Columns) Col 1 Col 2 Col 3 Col 4 x (in) -381. 25 0 0 381. 25 y (in) 0 1. 5 -1. 5 0 Load (lbs) T 2910 5830 2910 C&C Loading (Foundation 2, Moment Demand in Ridge Beam) length (in) xp(in) Ridge Beam 774. 5 387. 25 length (in) xp(in) Ridge Beam 774. 5 768. 5 xn(in) 648. 5 Strong Axis Moment (lb-in) pos neg I (in 4) 126400 -307655 3456 xn(in) 6 Weak Axis Moment (lb-in) pos neg I (in 4) 176 -163 54 y (in) 12 Bending Stress (psi) Max Bending Stress pos neg psi 438. 8889 -1068. 247 1068 y (in) 1. 5 Bending Stress (psi) Max Bending Stress pos neg psi 4. 888889 -4. 527778 4. 9